20051844 Ver 1_Complete File_20050928

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O 511:? -.C
Michael F. Easley, Q6e-mod' J.
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 19, 2005
DWQ# 05-1844
Iredell County
Mr. Bob Huffman
VP Construction
St. Lawrence Homes
7200 Falls of Neuse Road, Suite 300
Raleigh, NC 27615
Subject: Wellesley S/D, Mooresville
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Huffmann:
You have our approval, in accordance with the attached conditions and those listed below, to
fill 0.14 acre of wetland and impact 148 linear feet (If) of Back Creek (WS II Waters) in order to
construct the Wellesley subdivision (Phase 1) in Iredell County, as described in your application
received by the Division of Water Quality (DWQ) on September 28, 2005. 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. The
General Certification allows you to use Nationwide Permit Number 39 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:
DWQ shall be notified if the total stream impacts associated with this site exceed 149 linear feet.
This includes the proposed road stub (potential stream crossing) located at the southwest corner of
the subdivision.
2
The base flow stream channel shall be maintained (reconstructed) immediately above and below the
proposed stream crossings. This may be accomplished through the construction of flood plain
benches or similar measures. These measures must be approved, in writing, by this office prior to
construction. No Carolina
atura!!y
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper

3. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional
wetlands and waters or areas within 50 feet of all streams and ponds on the property. These
mechanisms shall be put in place within 30 days of the date of this letter or the issuance of the 404
Permit (whichever is later). A sample deed notification format can be downloaded from the
401/Wetlands Unit web site at http://h2o.enr.state.nc.us/ncwetiands.
4. Stormwater discharge structures at this site shall be constructed in a manner such that the potential
receiving streams (of the discharge) will not be impacted due to sediment accumulations, scouring
or erosion of the stream banks.
5. 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.
6. 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.
7. 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.
8. 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. Please send
photographs of the upstream and downstream sides of each culvert site to document correct
installation, along with the Certificate of Completion form.
9. Continuing Compliance. The applicant (MAG Land Development) 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.
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. Alan Johnson in the Mooresville Regional
Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
for Alan W. Klimek, P.E.
Attachments
cc: Army Corps of Engineers, Asheville
Ian McMillan, Wetlands Unit
MRO, Land Quality
Central Files
Len Rindner
F W A TF
p?p
,9QG Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources

p Y Alan W. Klimek, P.E. Director
Division of Water Quality
October 19, 2005
DWQ# 05-1844
Iredell County
Mr. Bob Huffman }
VP Construction
St. Lawrence Homes OCT
7200 Falls of Neuse Road, Suite 300
Raleigh, NC 27615 p 1^?F.rlf
Subject: Wellesley S/D, Mooresville
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Huffmann:
You have our approval, in accordance with the attached conditions and those listed below, to
fill 0.14 acre of wetland and impact 148 linear feet (If) of Back Creek (WS II Waters) in order to
construct the Wellesley subdivision (Phase 1) in Iredell County, as described in your application
received by the Division of Water Quality (DWQ) on September 28, 2005. 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/ncwetiands. The
General Certification allows you to use Nationwide Permit Number 39 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. DWQ shall be notified if the total stream impacts associated with this site exceed 149 linear feet.
This includes the proposed road stub (potential stream crossing) located at the southwest corner of
the subdivision.
2
The base flow stream channel shall be maintained (reconstructed) immediately above and below the
proposed stream crossings. This may be accomplished through the construction of flood plain
benches or similar measures. These measures must be approved, in writing, by this officebprior to
construction. N hCarolina
Naturally
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet: h2o.enr.state. nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
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. Alan Johnson in the Mooresville Regional
Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
for Alan W. Klimek, P.E.
Attachments
cc: Army Corps of Engineers, Asheville
Ian McMillan, Wetlands Unit
MRO, Land Quality
Central Files
Len Rindner
Triage Check List
Date: 10105105
Project Name: Wellesley Phase I c/o St. Lawrence Homes
DWQ#: 05-1844
County: Iredell
To: Alan Johnson, Mooresville Regional Office
r C9 \ {f 1r ?,%
60-day Processing Time: 9/28/05 -11/26/05
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!
Wellesley
Phase - 1
Iredell County.
North Carolina
2 0 0 5 1 8 4 4
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS & NCDENR

Prepared For
Bob Huffrnan
VP of Construction
St. Lawrence Homes
7200 Falls of Neuse Road
Suite 300
Raleigh, NC 27615
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
*Subject to verification by the USACE
September 27, 2005
F@20V1
SFP 2 3 1005
DENR • WATER QUA[ ITY
WETLANDS AND STORMWATER BRANCH
Page 1 of 9
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any uarticular 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: 39
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 Mana? $e,ment Area of
Environmental Concern (see the top of page 2 for further details), check here:
II. Applicant Information
1. Owner/Applicant Information
Telephone 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
E-mail Address: lrindnerncarolina.mcom
Fax Number:
Bob Huffman
VP of Construction
St. Lawrence Homes
7200 Falls of Neuse Road
Suite 300
Raleigh, NC 27615
Fax Number: 704 847 0185
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: Wellesley
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Iredell County Nearest Town: Mooresville
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
Oak Ridge Farm Highway (NC 150)
5. Site coordinates, if available (UTM or Lat/Long): 35.60400N, 80.7817°W (WGS84/NAD83)
USGS Mooresville (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): + 35 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Back Creek
8. River Basin: Yadkin
(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/map,-11/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Undeveloped timbered woodland and agricultural areas.
10. Describe the overall project in detail, including the type of equipment to be used:
Proposed residential development
11. Explain the purpose of the proposed work:
Page 3 of 9
Site preparation to develop residential areas.
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.
P_reliminM wetland and stream evaluation and delineation was conducted in conjunction with
project planning Modifications were made to the initial concepts to minimize impacts to
jurisdictional streams and wetlands based on recommendations.
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.
A future road crossing will be required to access Phase 2 which is in early preliminary and
schematic clearing. Additional wetland impacts are not expected.
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: Proposed minor impacts to
wetlands are limited to site preparation.
2. Individually list wetland impacts below:
Wetland Impact Area of Located within Distance to
Site Number Type of Impact* Impact 100-year Floodplain** Nearest Stream Type of Wetland***
(indicate on ma) (acres) es/no) (linear feet)
#1 fill 0.14 no <300' PSS1A
Page 4 of 9
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at littp://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: +/- 0.14 acres.
There is also an existing pond to remain and streams to remain
Total area of wetland impact proposed: +/-0.14 acre
3. Individually list all intermittent and perennial stream impacts below: Future Phase
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 ana assoc?ateo 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.usts.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.inanquest.coni, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: FUTURE (expected to be
less than 150 linear feet)
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
Page 5 of 9
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres
Name Wat)
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: tui, excavation, areagmg,
flooding, drainage, bulkheads, etc.
5. Pond Creation
if construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands [stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
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:
V. 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 limited to minor impacts to prepare development parcels.
100' buffers are required adjacent to the perennial stream. Extended stormwater wetlands will be
constructed to treat stormwater.
Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
Page 6 of 9
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.
Permanent impacts to wetlands are limited to minor impacts to prepare development parcels.
100' buffers are required adjacent to the perennial stream Extended stormwater wetlands will be
constructed to treat stormwater.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http•//h2o enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information: NA
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):
VI. 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?
Page 7 of 9
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 ?
VII. 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* Impact
(square feet)

Multiplier Required

Miti ation
1 3
2 1.5
Total
* Zone I extends out 30 feet perpendicular from near bank of channel; zone t 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
VIII. 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.
See attached - The stormwater management for the project will be conducted in accordance with
local WS II Stormwater Management requirements.
IX. 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
X. 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 fact permit application?
Yes ? No X
XI. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

Applicant/Agent's Signature
Date
Page 9 of 9
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W?ET-.T--,.FSLEY
TOWN OF MOOKESPMLE
IREDELL COUNTY, NORTH CAROLIlVA

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SCALE: 1"=400'
OVERALL. SITE PLAN
FOR WETLANDS SUBMITTAL
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WETLAND IMPACT AREA
2
SECTION 2
Wetland Pond I Calculations
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LEGEND '

PROMSED CDMrouRS i
LOW MARSH RP90EEP)

EX/SrMG CONTOURS i
HM MARSH 174'DEEPI
PROPWO STORM DRAINAGE MIM /gp lJ DEEP)
rOP DF STREAY BARK RIP RAP MAN
I
n?rERSECrA7R GUTrER FLOW AMM
WAS-Off CURB a GUTTER (V SECTION
Ar THE CENTER OF rKE RADWS RENRNI
WETLAND POND 1
WETLAND POND l
SCALE" 1"=60'
FIGURE
3
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29y ZSS F+3
Pond 1 -Wellesley
ELEV. SA (ac) SA/DA ratio
820 0.29 0.92
820.25 0.30 0.95
820.5 0.31 0.98
820.75 0.32 1.01
821 0.33 1.04
821.25 0.34 1.08
821.5 0.35 1.11
821.75 0.36 1.14
822 0.37 1.17
DA= 31.6 AC

ELEV. SA (ft) VOLUME (ft)
821.25 14810 0
821.50 15215 3753
821.75 15621 7608
822.00 16026 11564
822.25 16432 15621
822.50 16837 19780
822.75 17243 24040
823.00 17648 28401
823.05 17729 29285
823.25 18054 32864
823.50 18459 37428
823.75 18865 42093
824.00 19270 46860
A'
BEST MANAGEMENT PRACTICE - WEST D.A.
ALL AMERICAN RELOCATION - BOBBITT
Proposed BMP: Pond 1
Area draining to BMP: 1,376,500 Square Feet
Percentage Impervious: 22.5%
Per table 1. 1, Page 5 of the NCDENR BMP Manual:
Average permanent pool surface area required (at 3 foot depth, as a percentage of D.A.):
22.5% Impervious => 1.06% .-- or -- 14591 Square Feet
Volume of temporary storage required = first one inch of rainfall on Drainage Area:
Rv = 0.05 + 0.009(22.5%) = 0.2525 inch/inch
Volume = 1 inch rainfall x Rv x 1/12 feet/inch x Drainage Area
Volume of temporary storage required = 28964 Cubic Feet
Volume of storage provided at EL. 823.05 = 29285 Cubic Feet
Maximum head at extended detention storage = 1.80 Feet
PEAK OUTFLOW RATE FOR DRAWDOWN TIME OF 48 HOURS:
Qpeak = S/(0.5 x 3600 x 48) WHICH EQUALS: STORAGE x 0.0000116 = 0.335
REQUIRED ORIFICE AREA: A=Qpeak/(0.6 x (64.4 x h)^0.5
REQUIRED ORIFICE AREA = 0.051893 FEET
DIAMETER OF A CIRCULAR ORIFICE = 2 x (REQUIRED ORIFICE AREA/3.14)^0.5
DIAMETER OF A CIRCULAR ORIFICE = 0.257 FEET= 3.085 INCHES
USE 3.0 INCH ORIFICE
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
2 Year, Type 2 Rainfall: 3.12 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.07 0.07 0.28 3.51
30 0.13 0.20 0.51 6.39
45 0.86 1.06 3.45 43.57
60 0.32 1.38 1.29 16.36
75 0.10 1.48 0.39 4.95
90 0.08 1.56 0.32 4.09
105 0.06 1.62 0.25 3.10
120 0.06 1.68 0.22 2.78
135 0.05 1.73 0.20 2.53
150 0.05 1.77 0.18 2.33
At time = 375 minutes, the flow is 1.14 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
10 Year, Type 2 Rainfall: 4.80 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min)
Incr.
(inches) Rainfall
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.11 0.11 0.43 5.41
30 0.19 0.30 0.78 9.84
45 1.33 1.63 5.30 67.03
60 0.50 2.13 1.99 25.17
75 0.15 2.28 0.60 7.61
90 0.12 2.40 0.50 6.29
105 0.09 2.49 0.38 4.77
120 0.08 2.58 0.34 4.28
135 0.08 2.66 0.31 3.90
150 0.07 2.73 0.28 3.58
At time = 375 minutes, the flow is 1.76 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
50 Year, Type 2 Rainfall: 6.48 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.14 0.14 0.58 7.30
30 0.26 0.41 1.05 13.28
45 1.79 2.20 7.16 90.49
60 0.67 2.87 2.69 33.98
75 0.20 3.07 0.81 10.27
90 0.17 3.24 0.67 8.49
105 0.13 3.37 0.51 6.44
120 0.11 3.48 0.46 5.78
135 0.10 3.59 0.42 5.26
150 0.10 3.68 0.38 4.84
At time = 375 minutes, the flow is 2.38 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
100 Year, Type 2 Rainfall: 6.96 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.16 0.16 0.62 7.84
30 0.28 0.44 1.13 14.26
45 1.92 2.36 7.69 97.19
60 0.72 3.08 2.89 36.50
75 0.22 3.30 0.87 11.03
90 0.18 3.48 0.72 9.12
105 0.14 3.62 0.55 6.91
120 0.12 3.74 0.49 6.21
135 0.11 3.85 0.45 5.65
150 0.10 3.95 0.41 5.20
At time = 375 minutes, the flow is 2.55 CFS.
Basin Storage/Elevation Input
pU N I:>
Elevation Area Storage
(ft) (acres) (acre-ft)
821.25 0.34 0.000
822 0.37 0.266
823 0.41 0.656
824 0.44 1.081
Outlet Structure Configuration
Outlet Structure Configuration for Pond 1
Stage 1: Circular Orifice
Invert Elevation = 821.25 feet
Diameter = .25 feet
Discharge Coefficient =.6
Stage 2: Emergency Spillway
Crest Elevation = 823.05 feet
Crest Length = 30 feet
Discharge Coefficient = 3
Basin Rating Curve
Outlet Rating Table for Pond 1
Basin
Water
Elevation Basin
Outflow
(cfs) Riser Box
Water
Elevation Tailwater
Elevation
(ft) Outfall
Culvert
Control
821.25 0.00 N/A N/A N/A
821.35 0.01 N/A N/A N/A
821.45 0.06 N/A N/A N/A
821.55 0.10 N/A N/A N/A
821.65 0.12 N/A N/A N/A
821.75 0.14 N/A N/A N/A
821.85 0.16 N/A N/A N/A
821.95 0.18 N/A N/A N/A
822.05 0.19 N/A N/A N/A
822.15 0.21 N/A N/A N/A
822.25 0.22 N/A N/A N/A
822.35 0.23 N/A N/A N/A
822.45 0.25 N/A N/A N/A
822.55 0.26 N/A N/A N/A
822.65 0.27 N/A N/A N/A
822.75 0.28 N/A N/A N/A
822.85 0.29 N/A N/A N/A
822.95 0.30 N/A N/A N/A
823.05 0.31 N/A N/A N/A
823.15 3.14 N/A N/A N/A
823.25 8.34 N/A N/A N/A
823.35 15.08 N/A N/A N/A
823.45 23.06 N/A N/A N/A
823.55 32.11 N/A N/A N/A
823.65 42.12 N/A N/A N/A
823.75 53.00 N/A N/A N/A
823.85 64.69 N/A N/A N/A
823.95 77.14 N/A N/A N/A
824.05 90.29 N/A N/A N/A
824.15 104.13 N/A N/A N/A
824.25 118.60 N/A N/A N/A
Modified Puls Routing
Po ND -L - 2, y'FE4k,
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\PI-2.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-l\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 0.88 0.88 0.002 821.26 0.00 0.00
0.13 1.76 1.76 0.009 821.28 0.00 0.00
0.19 2.64 2.64 0.020 821.31 0.01 0.01
0.25 3.51 3.51 0.036 821.35 0.02 0.02
0.31 4.23 4.23 0.056 821.41 0.04 0.04
0.38 4.95 4.95 0.080 821.47 0.07 0.07
0.44 5.67 5.67 0.107 821.55 0.10 0.10
0.50 6.39 6.39 0.137 821.64 0.12 0.12
0.56 15.69 15.69 0.193 821.80 0.15 0.15
0.63 24.98 24.98 0.298 822.08 0.20 0.20
0.69 34.28 34.28 0.449 822.47 0.25 0.25
0.75 43.57 43.57 0.649 822.98 0.30 0.30
0.81 36.77 36.77 0.813 823.37 16.61 16.61
0.88 29.97 29.97 0.870 823.50 27.94 27.94 •?'?
0.94 23.16 23.16 0.866 823.49 26.97 26.97
1.00 16.36 16.36 0.841 823.44 21.95 21.95
1.06 13.51 13.51 0.817 823.38 17.37 17.37
1.13 10.65 10.65 0.798 823.33 14.04 14.04
1.19 7.80 7.80 0.781 823.29 11.24 11.24
1.25 4.95 4.95 0.763 823.25 8.41 8.41
1.31 4.73 4.73 0.749 823.22 6.68 6.68
1.38 4.52 4.52 0.741 823.20 5.69 5.69
1.44 4.30 4.30 0.736 823.19 5.08 5.08
1.50 4.09 4.09 0.732 823.18 4.65 4.65
1.56 3.84 3.84 0.729 823.17 4.32 4.32
1.63 3.59 3.59 0.727 823.17 4.03 4.03
1.69 3.35 3.35 0.725 823.16 3.76 3.76
1.75 3.10 3.10 0.723 823.16 3.50 3.50
1.81 3.02 3.02 0.721 823.15 3.29 3.29
1.88 2.94 2.94 0.720 823.15 3.14 3.14
1.94 2.86 2.86 0.719 823.15 3.07 3.07
2.00 2.78 2.78 0.718 823.14 3.00 3.00
2.06 2.72 2.72 0.717 823.14 2.93 2.93
2.13 2.66 2.66 0.715 823.14 2.86 2.86
2.19 2.60 2.60 0.714 823.14 2.79 2.79
2.25 2.53 2.53 0.713 823.14 2.72 2.72
Modified Puls Routing
po/V ?> 2 - /o YCAl?
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\Pl-IO.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-l\CHERRY-I\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 1.35 1.35 0.003 821.26 0.00 0.00
0.13 2.70 2.70 0.014 821.29 0.01 0.01
0.19 4.06 4.06 0.031 821.34 0.01 0.01
0.25 5.41 5.41 0.056 821.41 0.04 0.04
0.31 6.51 6.51 0.086 821.49 0.07 0.07
0.38 7.62 7.62 0.122 821.59 0.11 0.11
0.44 8.73 8.73 0.164 821.71 0.14 0.14
0.50 9.84 9.84 0.211 821.84 0.16 0.16
0.56 24.13 24.13 0.298 822.08 0.20 0.20
0.63 38.43 38.43 0.458 822.49 0.25 0.25
0.69 52.73 52.73 0.690 823.08 1.16 1.16
0.75 67.03 67.03 0.904 823.58 35.57 35.57
0.81 56.56 56.56 0.987 823.78 56.24 56.24
0.88 46.10 46.10 0.972 823.74 52.20 52.20,
0.94 35.64 35.64 0.936 823.66 43.18 43.18'
1.00 25.17 25.17 0.895 823.56 33.46 33.46
1.06 20.78 20.78 0.861 823.48 25.94 25.94
1.13 16.39 16.39 0.836 823.42 20.91 20.91
1.19 12.00 12.00 0.812 823.37 16.52 16.52
1.25 7.61 7.61 0.788 823.31 12.46 12.46
1.31 7.28 7.28 0.770 823.27 9.55 9.55
1.38 6.95 6.95 0.761 823.25 8.17 8.17
1.44 6.62 6.62 0.755 823.23 7.50 7.50
1.50 6.29 6.29 0.751 823.22 7.00 7.00
1.56 5.91 5.91 0.748 823.22 6.57 6.57
1.63 5.53 5.53 0.744 823.21 6.16 6.16
1.69 5.15 5.15 0.741 823.20 5.77 5.77
1.75 4.77 4.77 0.738 823.19 5.38 5.38
1.81 4.65 4.65 0.735 823.19 5.06 5.06
1.88 4.52 4.52 0.734 823.18 4.83 4.83
1.94 4.40 4.40 0.732 823.18 4.65 4.65
2.00 4.28 4.28 0.731 823.18 4.50 4.50
2.06 4.18 4.18 0.730 823.17 4.37 4.37
2.13 4.09 4.09 0.729 823.17 4.26 4.26
2.19 3.99 3.99 0.728 823.17 4.15 4.15
2.25 3.90 3.90 0.727 823.17 4.05 4.05
Modified Puls Routing
polo J> I- -
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-I\H&H\P1-50.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 1.82 1.82 0.005 821.26 0.00 0.00
0.13 3.65 3.65 0.019 821.30 0.01 0.01
0.19 5.47 5.47 0.042 821.37 0.02 0.02
0.25 7.30 7.30 0.075 821.46 0.06 0.06
0.31 8.79 8.79 0.116 821.58 0.11 0.11
0.38 10.29 10.29 0.165 821.71 0.14 0.14
0.44 11.78 11.78 0.221 821.87 0.17 0.17
0.50 13.28 13.28 0.285 822.05 0.19 0.19
0.56 32.58 32.58 0.402 822.35 0.23 0.23
0.63 51.88 51.88 0.619 822.91 0.29 0.29
0.69 71.19 71.19 0.866 823.49 27.09 27.09
0.75 90.49 90.49 1.034 823.89 69.60 69.60
0.81 76.36 76.36 1.070 823.97 83.37 83.37
0.88 62.24 62.24 1.033 823.89 69.39 69.39
0.94 48.11 48.11 0.991 823.79 57.41 57.41
1.00 33.98 33.98 0.940 823.67 44.20 44.20
1.06 28.05 28.05 0.898 823.57 34.13 34.13
1.13 22.13 22.13 0.869 823.50 27.59 27.59
1.19 16.20 16.20 0.840 823.43 21.73 21.73
1.25 10.27 10.27 0.811 823.36 16.18 16.18
1.31 9.83 9.83 0.788 823.31 12.50 12.50
1.38 9.38 9.38 0.778 823.29 10.82 10.82
1.44 8.94 8.94 0.772 823.27 9.85 9.85
1.50 8.49 8.49 0.768 823.26 9.19 9.19
1.56 7.98 7.98 0.764 823.25 8.64 8.64
1.63 7.46 7.46 0.761 823.25 8.15 8.15
1.69 6.95 6.95 0.757 823.24 7.69 7.69
1.75 6.44 6.44 0.753 823.23 7.21 7.21
1.81 6.27 6.27 0.750 823.22 6.80 6.80
1.88 6.11 6.11 0.747 823.21 6.51 6.51
1.94 5.94 5.94 0.745 823.21 6.28 6.28
2.00 5.78 5.78 0.744 823.21 6.08 6.08
2.06 5.65 5.65 0.742 823.20 5.90 5.90
2.13 5.52 5.52 0.741 823.20 5.75 5.75
2.19 5.39 5.39 0.740 823.20 5.61 5.61
2.25 5.26 5.26 0.739 823.19 5.47 5.47
Modified Puls Routing
Vo.w 2 10 s'Er-?
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P1-100.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 1.96 1.96 0.005 821.26 0.00 0.00
0.13 3.92 3.92 0.020 821.31 0.01 0.01
0.19 5.88 5.88 0.045 821.38 0.03 0.03
0.25 7.84 7.84 0.081 821.48 0.07 0.07
0.31 9.45 9.45 0.125 821.60 0.11 0.11
0.38 11.05 11.05 0.177 821.75 0.14 0.14
0.44 12.66 12.66 0.237 821.92 0.17 0.17
0.50 14.26 14.26 0.306 822.10 0.20 0.20
0.56 34.99 34.99 0.432 822.43 0.24 0.24
0.63 55.73 55.73 0.665 823.02 0.30 0.30
0.69 76.46 76.46 0.910 823.60 36.93 36.93
0.75 97.19 97.19 1.061 823.95 78.17 78.17
0.81 82.02 82.02 1.081 824.07 93.42 93.424--
0.88 66.85 66.85 1.040 823.90 71.35 71.35
0.94 51.67 51.67 1.004 823.82 61.07 61.07
1.00 36.50 36.50 0.952 823.70 47.21 47.21
1.06 30.13 30.13 0.908 823.59 36.45 36.45
1.13 23.77 23.77 0.877 823.52 29.44 29.44
1.19 17.40 17.40 0.848 823.45 23.15 23.15
1.25 11.03 11.03 0.817 823.38 17.31 17.31
1.31 10.56 10.56 0.793 823.32 13.28 13.28
1.38 10.08 10.08 0.783 823.30 11.56 11.56
1.44 9.60 9.60 0.776 823.28 10.56 10.56
1.50 9.12 9.12 0.772 823.27 9.86 9.86
1.56 8.57 8.57 0.768 823.26 9.27 9.27
1.63 8.02 8.02 0.765 823.26 8.70 8.70
1.69 7.47 7.47 0.761 823.25 8.18 8.18
1.75 6.91 6.91 0.757 823.24 7.70 7.70
1.81 6.74 6.74 0.754 823.23 7.28 7.28
1.88 6.56 6.56 0.751 823.22 6.98 6.98
1.94 6.38 6.38 0.749 823.22 6.73 6.73
2.00 6.21 6.21 0.747 823.22 6.52 6.52
2.06 6.07 6.07 0.746 823.21 6.34 6.34
2.13 5.93 5.93 0.745 823.21 6.18 6.18
2.19 5.79 5.79 0.743 823.21 6.02 6.02
2.25 5.65 5.65 0.742 823.20 5.88 5.88
ANTIFLOTATION BLOCK CALCULATION
WELLESLEY - ST. LAWRENCE HOMES
ANTIFLOTATION BLOCK (POND 1)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 5.75 FT
VOL. OF INTERIOR OF RISER= 72.22 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 4507 #
WT. OF CONC. NEEDED (1.15 FS)= 5183 #
THICKNESS OF CONC. BASE= 2.00 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 6307 #
FACTOR OF SAFETY= 1.40
ANTIFLOTATION BLOCK (POND 2)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 4.25 FT
VOL. OF INTERIOR OF RISER= 53.38 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 3331 #
WT. OF CONC. NEEDED (1.15 FS)= 3831 #
THICKNESS OF CONC. BASE= 1.50 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 4730 #
FACTOR OF SAFETY= 1.42
SECTION 3
Wetland Pond 2 Calculations
I SITE
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WETLAND POND 2 -
LEGEND
PROPOSED LOWTORPS
EriSTMG CONMIRS
PROPOSED SrOMV ORAMiAGE
TOP OF STREAM &WR
/ WrERSECTIOW OITTER FLOW ARROW
IWASHOIT CURB i OPTTER (V SECTIOII
AT THE CENTER OF THE ROM RETURN!
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LOW MARSH F"WEPI
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SCALE" V=60'
FIGURE
WETLAND POND 2
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Pond 2 - Wellesley
ELEV. SA (ft) VOLUME (ft")
825.00 6700 0
825.25 6982 1710
825.50 7263 3491
825.75 7545 5342
826.00 7826 7263
826.25 8108 9255
826.35 8220 10071
826.50 8389 11317
826.75 8671 13449
827.00 8952 15652
827.25 9234 17925
827.50 9515 20269
827.75 9797 22683
828.00 10078 25167
BEST MANAGEMENT PRACTICE - WEST D.A.
ALL AMERICAN RELOCATION - BOBBITT
Proposed BMP:
Area draining to BMP:
Percentage Impervious:
Pond 2
509,652 Square Feet
20.0%
Per table 1. 1, Page 5 of the NCDENR BMP Manual:
Average permanent pool surface area required (at 3 foot depth, as a percentage of D.A.):
20.0% Impervious => 0.97% .- or -- 4944 Square Feet
Volume of temporary storage required = first one inch of rainfall on Drainage Area:
Rv = 0.05 + 0.009(22.5%) = 0.23 inch/inch
Volume = 1 inch rainfall x Rv x 1/12 feet/inch x Drainage Area
Volume of temporary storage required = 9768 Cubic Feet
Volume of storage provided at EL. 826.35 = 10071 Cubic Feet
Maximum head at extended detention storage = 1.35 Feet
PEAK OUTFLOW RATE FOR DRAWDOWN TIME OF 48 HOURS:
Qpeak = S/(0.5 x 3600 x 48) WHICH EQUALS: STORAGE x 0.0000116 = 0.113
REQUIRED ORIFICE AREA: A=Qpeak/(0.6 x (64.4 x h)^0.5
REQUIRED ORIFICE AREA = 0.020209 FEET
DIAMETER OF A CIRCULAR ORIFICE = 2 x (REQUIRED ORIFICE AREA/3.14)^0.5
DIAMETER OF A CIRCULAR ORIFICE = 0.160 FEET= 1.925 INCHES
USE 1.9 INCH ORIFICE
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
2 Year, Type 2 Rainfall: 3.12 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.07 0.07 0.28 1.30
30 0.13 0.20 0.51 2.37
45 0.86 1.06 3.45 16.13
60 0.32 1.38 1.29 6.06
75 0.10 1.48 0.39 1.83
90 0.08 1.56 0.32 1.51
105 0.06 1.62 0.25 1.15
120 0.06 1.68 0.22 1.03
135 0.05 1.73 0.20 0.94
150 0.05 1.77 0.18 0.86
At time = 375 minutes, the flow is 0.42 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
10 Year, Type 2 Rainfall: 4.80 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.11 0.11 0.43 2.00
30 0.19 0.30 0.78 3.64
45 1.33 1.63 5.30 24.82
60 0.50 2.13 1.99 9.32
75 0.15 2.28 0.60 2.82
90 0.12 2.40 0.50 2.33
105 0.09 2.49 0.38 1.77
120 0.08 2.58 0.34 1.59
135 0.08 2.66 0.31 1.44
150 0.07 2.73 0.28 1.33
At time = 375 minutes, the flow is 0.65 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
50 Year, Type 2 Rainfall: 6.48 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.14 0.14 0.58 2.70
30 0.26 0.41 1.05 4.92
45 1.79 2.20 7.16 33.50
60 0.67 2.87 2.69 12.58
75 0.20 3.07 0.81 3.80
90 0.17 3.24 0.67 3.14
105 0.13 3.37 0.51 2.38
120 0.11 3.48 0.46 2.14
135 0.10 3.59 0.42 1.95
150 0.10 3.68 0.38 1.79
At time = 375 minutes, the flow is 0.88 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
100 Year, Type 2 Rainfall: 6.96 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.16 0.16 0.62 2.90
30 0.28 0.44 1.13 5.28
45 1.92 2.36 7.69 35.99
60 0.72 3.08 2.89 13.51
75 0.22 3.30 0.87 4.08
90 0.18 3.48 0.72 3.38
105 0.14 3.62 0.55 2.56
120 0.12 3.74 0.49 2.30
135 0.11 3.85 0.45 2.09
150 0.10 3.95 0.41 1.92
At time = 375 minutes, the flow is 0.95 CFS.
Basin Storage/Elevation Inpu
po V D t
Z
Elevation Area Storage
(ft) (acres) (acre-ft)
825 0.154 0.000
826 0.180 0.167
827 0.206 0.360
828 0.231 0.579
Outlet Structure Configuration
Outlet Structure Configuration for Pond 2
Stage 1: Circular Orifice
Invert Elevation = 825 feet
Diameter = .158 feet
Discharge Coefficient =.6
Stage 2: Emergency Spillway
Crest Elevation = 826.35 feet
Crest Length = 10 feet
Discharge Coefficient = 3
Basin Rating Curve
Outlet Rating Table for Pond 2
Basin Basin Riser Box Tailwater Outfall
Water Outflow Water Elevation Culvert
Elevation (cfs) Elevation (ft) Control
825.00 0.00 N/A N/A N/A
825.10 0.01 N/A N/A N/A
825.20 0.03 N/A N/A N/A
825.30 0.04 N/A N/A N/A
825.40 0.05 N/A N/A N/A
825.50 0.06 N/A N/A N/A
825.60 0.07 N/A N/A N/A
825.70 0.07 N/A N/A N/A
825.80 0.08 N/A N/A N/A
825.90 0.09 N/A N/A N/A
826.00 0.09 N/A N/A N/A
826.10 0.10 N/A N/A N/A
826.20 0.10 N/A N/A N/A
826.30 0.10 N/A N/A N/A
826.40 0.44 N/A N/A N/A
826.50 1.85 N/A N/A N/A
826.60 3.86 N/A N/A N/A
826.70 6.32 N/A N/A N/A
826.80 9.17 N/A N/A N/A
826.90 12.35 N/A N/A N/A
827.00 15.83 N/A N/A N/A
827.10 19.60 N/A N/A N/A
827.20 23.63 N/A N/A N/A
827.30 27.89 N/A N/A N/A
827.40 32.39 N/A N/A N/A
827.50 37.11 N/A N/A N/A
827.60 42.04 N/A N/A N/A
827.70 47.18 N/A N/A N/A
827.80 52.50 N/A N/A N/A
827.90 58.01 N/A N/A N/A
828.00 63.70 N/A N/A N/A
Modified Puls Routing
POND 2. - 2 YE'A-r2
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P2-2.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-l\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-I\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.33 0.33 0.001 825.01 0.00 0.00
0.13 0.65 0.65 0.003 825.02 0.00 0.00
0.19 0.98 0.98 0.008 825.05 0.00 0.00
0.25 1.30 1.30 0.013 825.08 0.01 0.01
0.31 1.57 1.57 0.021 825.12 0.02 0.02
0.38 1.83 1.83 0.029 825.18 0.03 0.03
0.44 2.10 2.10 0.039 825.24 0.04 0.04
0.50 2.37 2.37 0.051 825.30 0.04 0.04
0.56 5.81 5.81 0.072 825.43 0.06 0.06
0.63 9.25 9.25 0.110 825.66 0.07 0.07
0.69 12.69 12.69 0.166 826.00 0.09 0.09
0.75 16.13 16.13 0.240 826.38 0.36 0.36
0.81 13.61 13.61 0.300 826.69 6.04 6.04
0.88 11.09 11.09 0.324 826.81 9.52 9.5
0.94 8.58 8.58 0.325 826.82 9.71 9.
1.00 6.06 6.06 0.316 826.77 8.35 8.35
1.06 5.00 5.00 0.305 826.72 6.79 6.79
1.13 3.94 3.94 0.296 826.67 5.60 5.60
1.19 2.89 2.89 0.288 826.63 4.51 4.51
1.25 1.83 1.83 0.279 826.58 3.51 3.51
1.31 1.75 1.75 0.272 826.55 2.78 2.78
1.38 1.67 1.67 0.268 826.52 2.33 2.33
1.44 1.59 1.59 0.265 826.51 2.03 2.03
1.50 1.51 1.51 0.263 826.50 1.83 1.83
1.56 1.42 1.42 0.262 826.49 1.72 1.72
1.63 1.33 1.33 0.260 826.48 1.61 1.61
1.69 1.24 1.24 0.259 826.48 1.51 1.51
1.75 1.15 1.15 0.257 826.47 1.41 1.41
1.81 1.12 1.12 0.256 826.46 1.32 1.32
1.88 1.09 1.09 0.255 826.46 1.25 1.25
1.94 1.06 1.06 0.255 826.45 1.20 1.20
2.00 1.03 1.03 0.254 826.45 1.15 1.15
2.06 1.01 1.01 0.253 826.45 1.11 1.11
2.13 0.98 0.98 0.253 826.44 1.07 1.07
2.19 0.96 0.96 0.252 826.44 1.04 1.04
2.25 0.94 0.94 0.252 826.44 1.01 1.01
Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P2-10.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.50 0.50 0.001 825.01 0.00 0.00
0.13 1.00 1.00 0.005 825.03 0.00 0.00
0.19 1.50 1.50 0.012 825.07 0.01 0.01
0.25 2.00 2.00 0.021 825.12 0.02 0.02
0.31 2.41 2.41 0.032 825.19 0.03 0.03
0.38 2.82 2.82 0.045 825.27 0.04 0.04
0.44 3.23 3.23 0.061 825.36 0.05 0.05
0.50 3.64 3.64 0.078 825.47 0.06 0.06
0.56 8.94 8.94 0.110 825.66 0.07 0.07
0.63 14.23 14.23 0.170 826.01 0.09 0.09
0.69 19.52 19.52 0.254 826.45 1.13 1.13
0.75 24.82 24.82 0.336 826.87 11.50 11.50
0.81 20.94 20.94 0.376 827.07 18.59 18.59
0.88 17.07 17.07 0.378 827.08 - --I T85 18.85
0.94 13.19 13.19 0.364 827.02 16.56 16.56
1.00 9.32 9.32 0.345 826.92 13.21 13.21
1.06 7.69 7.69 0.329 826.84 10.35 10.35
1.13 6.07 6.07 0.316 826.77 8.35 8.35
1.19 4.44 4.44 0.304 826.71 6.64 6.64
1.25 2.82 2.82 0.293 826.65 5.12 5.12
1.31 2.70 2.70 0.283 826.60 3.95 3.95
1.38 2.57 2.57 0.278 826.58 3.38 3.38
1.44 2.45 2.45 0.275 826.56 3.01 3.01
1.50 2.33 2.33 0.272 826.54 2.75 2.75
1.56 2.19 2.19 0.270 826.53 2.54 2.54
1.63 2.05 2.05 0.268 826.53 2.36 2.36
1.69 1.91 1.91 0.267 826.52 2.20 2.20
1.75 1.77 1.77 0.265 826.51 2.04 2.04
1.81 1.72 1.72 0.264 826.50 1.92 1.92
1.88 1.68 1.68 0.263 826.50 1.83 1.83
1.94 1.63 1.63 0.262 826.49 1.77 1.77
2.00 1.59 1.59 0.262 826.49 1.72 1.72
2.06 1.55 1.55 0.261 826.49 1.67 1.67
2.13 1.51 1.51 0.260 826.48 1.63 1.63
2.19 1.48 1.48 0.260 826.48 1.59 1.59
2.25 1.44 1.44 0.259 826.48 1.55 1.55
Modified Puls Routing
POND 2. - 50 ;-' A2
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2-50.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.68 0.68 0.002 825.01 0.00 0.00
0.13 1.35 1.35 0.007 825.04 0.00 0.00
0.19 2.03 2.03 0.016 825.09 0.01 0.01
0.25 2.70 2.70 0.028 825.17 0.03 0.03
0.31 3.26 3.26 0.043 825.26 0.04 0.04
0.38 3.81 3.81 0.061 825.37 0.05 0.05
0.44 4.36 4.36 0.082 825.49 0.06 0.06
0.50 4.92 4.92 0.105 825.63 0.07 0.07
0.56 12.06 12.06 0.149 825.89 0.09 0.09
0.63 19.21 19.21 0.229 826.32 0.18 0.18
0.69 26.36 26.36 0.322 826.80 9.30 9.30
0.75 33.50 33.50 0.396 827.16 22.13 22.13
0.81 28.27 28.27 0.426 -827.
30 27.94 27.94
0.88 23.04 23.04 0.418 _
827.27 26.41 26.41
0.94 17.81 17.81 0.397 827.17 22.45 22.45
1.00 12.58 12.58 0.372 827.05 17.86 17.86
1.06 10.39 10.39 0.349 826.94 13.88 13.88
1.13 8.19 8.19 0.333 826.86 11.04 11.04
1.19 6.00 6.00 0.318 826.78 8.72 8.72
1.25 3.80 3.80 0.304 826.71 6.61 6.61
1.31 3.64 3.64 0.293 826.65 5.15 5.15
1.38 3.47 3.47 0.287 826.62 4.36 4.36
1.44 3.31 3.31 0.283 826.60 3.88 3.88
1.50 3.14 3.14 0.280 826.59 3.60 3.60
1.56 2.95 2.95 0.278 826.58 3.37 3.37
1.63 2.76 2.76 0.276 826.56 3.15 3.15
1.69 2.57 2.57 0.274 826.55 2.95 2.95
1.75 2.38 2.38 0.272 826.54 2.75 2.75
1.81 2.32 2.32 0.271 826.54 2.58 2.58
1.88 2.26 2.26 0.269 826.53 2.46 2.46
1.94 2.20 2.20 0.268 826.53 2.36 2.36
2.00 2.14 2.14 0.268 826.52 2.28 2.28
2.06 2.09 2.09 0.267 826.52 2.21 2.21
2.13 2.04 2.04 0.266 826.52 2.15 2.15
2.19 2.00 2.00 0.266 826.51 2.09 2.09
2.25 1.95 1.95 0.265 826.51 2.04 2.04
Modified Puls Routing
POND - - / o v ????
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P2-100.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-I\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.73 0.73 0.002 825.01 0.00 0.00
0.13 1.45 1.45 0.007 825.04 0.00 0.00
0.19 2.18 2.18 0.017 825.10 0.01 0.01
0.25 2.90 2.90 0.030 825.18 0.03 0.03
0.31 3.50 3.50 0.046 825.28 0.04 0.04
0.38 4.09 4.09 0.066 825.39 0.05 0.05
0.44 4.69 4.69 0.088 825.53 0.06 0.06
0.50 5.28 5.28 0.113 825.68 0.07 0.07
0.56 12.96 12.96 0.160 825.96 0.09 0.09
0.63 20.63 20.63 0.245 826.41 0.51 0.51
0.69 28.31 28.31 0.339 826.89 12.08 12.08
0.75 35.99 35.99 0.410 827.23 24.81 24.81
0.81 30.37 30.37 0.438 827.36 30.50 30.50
0.88 24.75 24.75 0.428 827.31 28.46 28.46
0.94 19.13 19.13 0.406 827.21 24.07 24.07
1.00 13.51 13.51 0.379 827.09 19.09 19.09
1.06 11.16 11.16 0.355 826.97 14.91 14.91
1.13 8.80 8.80 0.337 826.88 11.81 11.81
1.19 6.44 6.44 0.322 826.80 9.31 9.31
1.25 4.08 4.08 0.307 826.73 7.07 7.07
1.31 3.91 3.91 0.295 826.67 5.47 5.47
1.38 3.73 3.73 0.289 826.63 4.65 4.65
1.44 3.55 3.55 0.285 826.61 4.15 4.15
1.50 3.38 3.38 0.282 826.60 3.82 3.82
1.56 3.17 3.17 0.280 826.59 3.59 3.59
1.63 2.97 2.97 0.278 826.58 3.37 3.37
1.69 2.76 2.76 0.276 826.57 3.16 3.16
1.75 2.56 2.56 0.274 826.55 2.95 2.95
1.81 2.49 2.49 0.272 826.55 2.77 2.77
1.88 2.43 2.43 0.271 826.54 2.64 2.64
1.94 2.36 2.36 0.270 826.53 2.54 2.54
2.00 2.30 2.30 0.269 826.53 2.45 2.45
2.06 2.25 2.25 0.269 826.53 2.37 2.37
2.13 2.20 2.20 0.268 826.52 2.31 2.31
2.19 2.14 2.14 0.267 826.52 2.25 2.25
2.25 2.09 2.09 0.267 826.52 2.19 2.19
ANTIFLOTATION BLOCK CALCULATION
WELLESLEY - ST. LAWRENCE HOMES
ANTIFLOTATION BLOCK (POND 1)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 5.75 FT
VOL. OF INTERIOR OF RISER= 72.22 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 4507 #
WT. OF CONC. NEEDED (1.15 FS)= 5183 #
THICKNESS OF CONC. BASE= 2.00 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 6307 #
FACTOR OF SAFETY= 1.40
ANTIFLOTATION BLOCK (POND 2)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 4.25 FT
VOL. OF INTERIOR OF RISER= 53.38 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 3331 #
WT. OF CONC. NEEDED (1.15 FS)= 3831 #
THICKNESS OF CONC. BASE= 1.50 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 4730 #
FACTOR OF SAFETY= 1.42

Wellesley
Phase - 1
r' 0 0 5 1 8 4 4
Iredell County.
North Carolina
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS & NCDENR
Prepared For
Bob Huffinan
VP of Construction
St. Lawrence Homes n @ E
7200 Falls of Neuse Road
3 7
SEP 2
Suite 300 ,
005
Raleigh, NC 27615 WETLANDO?NR - WATER QUALITY
S AND STORM W
ATER BRANCH
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
*Subject to verification by the USACE
September 27, 2005
Page 1 of 9
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
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: 39
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: n
II. Applicant Information
1. Owner/Applicant Information
Telephone Number:
Bob Huffman
VP of Construction
St. Lawrence Homes
7200 Falls of Neuse Road
Suite 300
Raleigh, NC 27615
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: lrindnerncarolina.mcom
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: Wellesley
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Iredell Country Nearest Town: Mooresville
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
Oak Ridge Farm Highway (NC 150)5. Site coordinates, if available (UTM or Lat/Long): 35.60400N, 80.7817°W (WGS84/NAD83)
USGS Mooresville (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): + 35 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Back Creek
8. River Basin: Yadkin
(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 timbered woodland and agricultural areas.
10. Describe the overall project in detail, including the type of equipment to be used:
Proposed residential development
11. Explain the purpose of the proposed work:
Page 3 of 9
Site preparation to develop residential areas.
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.
Preliminary wetland and stream evaluation and delineation was conducted in coniunction with
project planning Modifications were made to the initial concepts to minimize impacts to
jurisdictional streams and wetlands based on recommendations.
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.
A future road crossing will be required to access Phase 2 which is in early preliminary and
schematic cleari n. Additional wetland impacts are not expected.
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: Proposed minor impacts to
wetlands are limited to site preparation.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
Type of Impact* Area of
Impact Located within
100-year Floodplain** Distance to
Nearest Stream
Type of Wetland***
(indicate on ma) (acres) es/no) (linear feet)

# 1 fill 0.14 no <300' PSS IA
Page 4 of 9
* 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 clue to both structure and nooamg.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: +/- 0.14 acres.
There is also an existing pond to remain and streams to remain
Total area of wetland impact proposed: +/-0.14 acre
3. Individually list all intermittent and perennial stream impacts below: Future Phase
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.uSf_*s.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.map,quest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: FUTURE (expected to be
less than 150 linear feet)
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
Page 5 of 9
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify 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:
V. 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 limited to minor impacts to prepare development parcels.
100' buffers are required adjacent to the perennial stream. Extended stormwater wetlands will be
constructed to treat stormwater.
Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
Page 6 of 9
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.
I. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Permanent impacts to wetlands are limited to minor impacts to prepare development parcels.
100' buffers are required adjacent to the perennial stream Extended stormwater wetlands will be
constructed to treat stormwater.
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/w!P/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information: NA
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):
VI. 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?
Page 7 of 9
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 ?
VII. 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* Impact
(square feet)
Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; /,one :z 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
VIII. 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.
See attached - The stormwater management for the project will be conducted in accordance with
local WS II Stormwater Management requirements.
IX. 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
X. 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 fact permit application?
Yes ? No X
XI. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

Applicant/Agent's Signature
Date
Page 9 of 9
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Map center is 35.60400N, 80.7817°W (WGS84/NAD83)
Mooresville quadrangle M=-7.249
Projection is UTM Zone 17 NAD83 Datum G=0.127
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W?E T I SLEY
TOWN OF MOOKESVILLE
nBEDELL COUNTY, NORM CAKOUNA

SCALE: 1"=400'
OVERALL. SITE PLAN
FOR WETLANDS SUBMITTAL
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SECTION 2
Wetland Pond I Calculations
I SITE
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LEGEND
PROPOSED CONTOURS LOW MARSH t0'-TCEEPJ ?

EltarAw CONTOURS i
HOY MARSH MODEM
PROPOSEO STM ~ASE MC/O PM t? DEEP!
TOP OF STRAY BANK RP RAP BERM
AKERSECTgN GUTTER ftDl ANON
WASNOOT CM & GUTTER (V SECTARY
AT THE CENTER Of TR RAM RETURN
WETLAND POND 1

SCALE" V=60''
FIGURE
3

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Ac
V
I
C
V0144,*%c C -
Ve-.l 1 0 -'Z S 1. C "' f+
v1 I? / \
VD hollo" 0
Va(cj^c-- e? 823.05 = 2,12,SS F-3
Pond 1 -Wellesley
ELEV. SA (ac) SA/DA ratio
820 0.29 0.92
820.25 0.30 0.95
820.5 0.31 0.98
820.75 0.32 1.01
821 0.33 1.04
821.25 0.34 1.08
821.5 0.35 1.11
821.75 0.36 1.14
822 0.37 1.17
DA= 31.6 AC
0-
ELEV. SA (ft) VOLUME (ft)
821.25 14810 0
821.50 15215 3753
821.75 15621 7608
822.00 16026 11564
822.25 16432 15621
822.50 16837 19780
822.75 17243 24040
823.00 17648 28401
823.05 17729 29285
-
823.25 18054 32864
823.50 18459 37428
823.75 18865 42093
824.00 19270 46860
ddr-
BEST MANAGEMENT PRACTICE - WEST D.A.
ALL AMERICAN RELOCATION - BOBBITT
Proposed BMP: Pond 1
Area draining to BMP: 1,376,500 Square Feet
Percentage Impervious: 22.5%
Per table 1. 1, Page 5 of the NCDENR BMP Manual:
Average permanent pool surface area required (at 3 foot depth, as a percentage of D.A.):
22.5% Impervious => 1.06% .-- or -- 14591 Square Feet
Volume of temporary storage required = first one inch of rainfall on Drainage Area:
Rv = 0.05 + 0.009(22.5%) = 0.2525 inch/inch
Volume = 1 inch rainfall x Rv x 1/12 feet/inch x Drainage Area
Volume of temporary storage required = 28964 Cubic Feet
Volume of storage provided at EL. 823.05 = 29285 Cubic Feet
Maximum head at extended detention storage = 1.80 Feet
PEAK OUTFLOW RATE FOR DRAWDOWN TIME OF 48 HOURS:
Qpeak = S/(0.5 x 3600 x 48) WHICH EQUALS: STORAGE x 0.0000116 = 0.335
REQUIRED ORIFICE AREA: A=Qpeak/(0.6 x (64.4 x h)^0.5
REQUIRED ORIFICE AREA = 0.051893 FEET
DIAMETER OF A CIRCULAR ORIFICE = 2 x (REQUIRED ORIFICE AREA/3.14)^0.5
DIAMETER OF A CIRCULAR ORIFICE = 0.257 FEET = 3.085 INCHES
USE 3.0 INCH ORIFICE
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
2 Year, Type 2 Rainfall: 3.12 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.07 0.07 0.28 3.51
30 0.13 0.20 0.51 6.39
45 0.86 1.06 3.45 43.57
60 0.32 1.38 1.29 16.36
75 0.10 1.48 0.39 4.95
90 0.08 1.56 0.32 4.09
105 0.06 1.62 0.25 3.10
120 0.06 1.68 0.22 2.78
135 0.05 1.73 0.20 2.53
150 0.05 1.77 0.18 2.33
At time = 375 minutes, the flow is 1.14 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
10 Year, Type 2 Rainfall: 4.80 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min)
Incr.
(inches) Rainfall
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.11 0.11 0.43 5.41
30 0.19 0.30 0.78 9.84
45 1.33 1.63 5.30 67.03
60 0.50 2.13 1.99 25.17
75 0.15 2.28 0.60 7.61
90 0.12 2.40 0.50 6.29
105 0.09 2.49 0.38 4.77
120 0.08 2.58 0.34 4.28
135 0.08 2.66 0.31 3.90
150 0.07 2.73 0.28 3.58
At time = 375 minutes, the flow is 1.76 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
50 Year, Type 2 Rainfall: 6.48 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.14 0.14 0.58 7.30
30 0.26 0.41 1.05 13.28
45 1.79 2.20 7.16 90.49
60 0.67 2.87 2.69 33.98
75 0.20 3.07 0.81 10.27
90 0.17 3.24 0.67 8.49
105 0.13 3.37 0.51 6.44
120 0.11 3.48 0.46 5.78
135 0.10 3.59 0.42 5.26
150 0.10 3.68 0.38 4.84
At time = 375 minutes, the flow is 2.38 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
100 Year, Type 2 Rainfall: 6.96 inches at Pond 1
Time of Concentration: 15 min.
Drainage Area: 31.600 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.16 0.16 0.62 7.84
30 0.28 0.44 1.13 14.26
45 1.92 2.36 7.69 97.19
60 0.72 3.08 2.89 36.50
75 0.22 3.30 0.87 11.03
90 0.18 3.48 0.72 9.12
105 0.14 3.62 0.55 6.91
120 0.12 3.74 0.49 6.21
135 0.11 3.85 0.45 5.65
150 0.10 3.95 0.41 5.20
At time = 375 minutes, the flow is 2.55 CFS
Basin Storage/Elevation Input
PO N L> Elevation Area Storage
(ft) (acres) (acre-ft)
821.25 0.34 0.000
822 0.37 0.266
823 0.41 0.656
824 0.44 1.081
Outlet Structure Configuration
Outlet Structure Configuration for Pond 1
Stage 1: Circular Orifice
Invert Elevation = 821.25 feet
Diameter = .25 feet
Discharge Coefficient = .6
Stage 2: Emergency Spillway
Crest Elevation = 823.05 feet
Crest Length = 30 feet
Discharge Coefficient = 3
Basin Rating Curve
Outlet Rating Table for Pond 1
Basin
Water
Elevation Basin
Outflow
(cfs) Riser Box
Water
Elevation Tailwater
Elevation
(ft) Outfall
Culvert
Control
821.25 0.00 N/A N/A N/A
821.35 0.01 N/A N/A N/A
821.45 0.06 N/A N/A N/A
821.55 0.10 N/A N/A N/A
821.65 0.12 N/A N/A N/A
821.75 0.14 N/A N/A N/A
821.85 0.16 N/A N/A N/A
821.95 0.18 N/A N/A N/A
822.05 0.19 N/A N/A N/A
822.15 0.21 N/A N/A N/A
822.25 0.22 N/A N/A N/A
822.35 0.23 N/A N/A N/A
822.45 0.25 N/A N/A N/A
822.55 0.26 N/A N/A N/A
822.65 0.27 N/A N/A N/A
822.75 0.28 N/A N/A N/A
822.85 0.29 N/A N/A N/A
822.95 0.30 N/A N/A N/A
823.05 0.31 N/A N/A N/A
823.15 3.14 N/A N/A N/A
823.25 8.34 N/A N/A N/A
823.35 15.08 N/A N/A N/A
823.45 23.06 N/A N/A N/A
823.55 32.11 N/A N/A N/A
823.65 42.12 N/A N/A N/A
823.75 53.00 N/A N/A N/A
823.85 64.69 N/A N/A N/A
823.95 77.14 N/A N/A N/A
824.05 90.29 N/A N/A N/A
824.15 104.13 N/A N/A N/A
824.25 118.60 N/A N/A N/A
Modified Puls Routing
T'o/k)D -L - 2, rE.4k,
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-l\H&H\Pl-2.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-l\CHERRY-I\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 0.88 0.88 0.002 821.26 0.00 0.00
0.13 1.76 1.76 0.009 821.28 0.00 0.00
0.19 2.64 2.64 0.020 821.31 0.01 0.01
0.25 3.51 3.51 0.036 821.35 0.02 0.02
0.31 4.23 4.23 0.056 821.41 0.04 0.04
0.38 4.95 4.95 0.080 821.47 0.07 0.07
0.44 5.67 5.67 0.107 821.55 0.10 0.10
0.50 6.39 6.39 0.137 821.64 0.12 0.12
0.56 15.69 15.69 0.193 821.80 0.15 0.15
0.63 24.98 24.98 0.298 822.08 0.20 0.20
0.69 34.28 34.28 0.449 822.47 0.25 0.25
0.75 43.57 43.57 0.649 822.98 0.30 0.30
0.81 36.77 36.77 0.813 823.37 16.61 16.61
0.88 29.97 29.97 0.870 823.50 27.94 27.94 •?'"-'?
0.94 23.16 23.16 0.866 823.49 26.97 26.97
1.00 16.36 16.36 0.841 823.44 21.95 21.95
1.06 13.51 13.51 0.817 823.38 17.37 17.37
1.13 10.65 10.65 0.798 823.33 14.04 14.04
1.19 7.80 7.80 0.781 823.29 11.24 11.24
1.25 4.95 4.95 0.763 823.25 8.41 8.41
1.31 4.73 4.73 0.749 823.22 6.68 6.68
1.38 4.52 4.52 0.741 823.20 5.69 5.69
1.44 4.30 4.30 0.736 823.19 5.08 5.08
1.50 4.09 4.09 0.732 823.18 4.65 4.65
1.56 3.84 3.84 0.729 823.17 4.32 4.32
1.63 3.59 3.59 0.727 823.17 4.03 4.03
1.69 3.35 3.35 0.725 823.16 3.76 3.76
1.75 3.10 3.10 0.723 823.16 3.50 3.50
1.81 3.02 3.02 0.721 823.15 3.29 3.29
1.88 2.94 2.94 0.720 823.15 3.14 3.14
1.94 2.86 2.86 0.719 823.15 3.07 3.07
2.00 2.78 2.78 0.718 823.14 3.00 3.00
2.06 2.72 2.72 0.717 823.14 2.93 2.93
2.13 2.66 2.66 0.715 823.14 2.86 2.86
2.19 2.60 2.60 0.714 823.14 2.79 2.79
2.25 2.53 2.53 0.713 823.14 2.72 2.72
Modified Puls Routing
?0 1"1j,'> 2 - /o YC'4 k
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\PI-]O.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 1.35 1.35 0.003 821.26 0.00 0.00
0.13 2.70 2.70 0.014 821.29 0.01 0.01
0.19 4.06 4.06 0.031 821.34 0.01 0.01
0.25 5.41 5.41 0.056 821.41 0.04 0.04
0.31 6.51 6.51 0.086 821.49 0.07 0.07
0.38 7.62 7.62 0.122 821.59 0.11 0.11
0.44 8.73 8.73 0.164 821.71 0.14 0.14
0.50 9.84 9.84 0.211 821.84 0.16 0.16
0.56 24.13 24.13 0.298 822.08 0.20 0.20
0.63 38.43 38.43 0.458 822.49 0.25 0.25
0.69 52.73 52.73 0.690 823.08 1.16 1.16
0.75 67.03 67.03 0.904 823.58 35.57 35.57
0.81 56.56 56.56 0.987 823.78 56.24 56.24•x'-"'
0.88 46.10 46.10 0.972 823.74 52.20 52.20;
0.94 35.64 35.64 0.936 823.66 43.18 43.18'
1.00 25.17 25.17 0.895 823.56 33.46 33.46
1.06 20.78 20.78 0.861 823.48 25.94 25.94
1.13 16.39 16.39 0.836 823.42 20.91 20.91
1.19 12.00 12.00 0.812 823.37 16.52 16.52
1.25 7.61 7.61 0.788 823.31 12.46 12.46
1.31 7.28 7.28 0.770 823.27 9.55 9.55
1.38 6.95 6.95 0.761 823.25 8.17 8.17
1.44 6.62 6.62 0.755 823.23 7.50 7.50
1.50 6.29 6.29 0.751 823.22 7.00 7.00
1.56 5.91 5.91 0.748 823.22 6.57 6.57
1.63 5.53 5.53 0.744 823.21 6.16 6.16
1.69 5.15 5.15 0.741 823.20 5.77 5.77
1.75 4.77 4.77 0.738 823.19 5.38 5.38
1.81 4.65 4.65 0.735 823.19 5.06 5.06
1.88 4.52 4.52 0.734 823.18 4.83 4.83
1.94 4.40 4.40 0.732 823.18 4.65 4.65
2.00 4.28 4.28 0.731 823.18 4.50 4.50
2.06 4.18 4.18 0.730 823.17 4.37 4.37
2.13 4.09 4.09 0.729 823.17 4.26 4.26
2.19 3.99 3.99 0.728 823.17 4.15 4.15
2.25 3.90 3.90 0.727 823.17 4.05 4.05
Modified Puls Routing
-Po/.j1> 2 -
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P1-50.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-I\H&H\P1.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-I\H&H\P1.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 1.82 1.82 0.005 821.26 0.00 0.00
0.13 3.65 3.65 0.019 821.30 0.01 0.01
0.19 5.47 5.47 0.042 821.37 0.02 0.02
0.25 7.30 7.30 0.075 821.46 0.06 0.06
0.31 8.79 8.79 0.116 821.58 0.11 0.11
0.38 10.29 10.29 0.165 821.71 0.14 0.14
0.44 11.78 11.78 0.221 821.87 0.17 0.17
0.50 13.28 13.28 0.285 822.05 0.19 0.19
0.56 32.58 32.58 0.402 822.35 0.23 0.23
0.63 51.88 51.88 0.619 822.91 0.29 0.29
0.69 71.19 71.19 0.866 823.49 27.09 27.09
0.75 90.49 90.49 1.034 823.89 69.60 69.60
0.81 76.36 76.36 1.070 823.97 83.37 83.37
0.88 62.24 62.24 1.033 823.89 69.39 69.39
0.94 48.11 48.11 0.991 823.79 57.41 57.41
1.00 33.98 33.98 0.940 823.67 44.20 44.20
1.06 28.05 28.05 0.898 823.57 34.13 34.13
1.13 22.13 22.13 0.869 823.50 27.59 27.59
1.19 16.20 16.20 0.840 823.43 21.73 21.73
1.25 10.27 10.27 0.811 823.36 16.18 16.18
1.31 9.83 9.83 0.788 823.31 12.50 12.50
1.38 9.38 9.38 0.778 823.29 10.82 10.82
1.44 8.94 8.94 0.772 823.27 9.85 9.85
1.50 8.49 8.49 0.768 823.26 9.19 9.19
1.56 7.98 7.98 0.764 823.25 8.64 8.64
1.63 7.46 7.46 0.761 823.25 8.15 8.15
1.69 6.95 6.95 0.757 823.24 7.69 7.69
1.75 6.44 6.44 0.753 823.23 7.21 7.21
1.81 6.27 6.27 0.750 823.22 6.80 6.80
1.88 6.11 6.11 0.747 823.21 6.51 6.51
1.94 5.94 5.94 0.745 823.21 6.28 6.28
2.00 5.78 5.78 0.744 823.21 6.08 6.08
2.06 5.65 5.65 0.742 823.20 5.90 5.90
2.13 5.52 5.52 0.741 823.20 5.75 5.75
2.19 5.39 5.39 0.740 823.20 5.61 5.61
2.25 5.26 5.26 0.739 823.19 5.47 5.47
Modified Puls Routing
v,n /U )j 2 /oo
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-I\H&H\P1-100.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\Pl.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-l\H&H\Pl.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 821.25 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 821.25 0.00 0.00
0.06 1.96 1.96 0.005 821.26 0.00 0.00
0.13 3.92 3.92 0.020 821.31 0.01 0.01
0.19 5.88 5.88 0.045 821.38 0.03 0.03
0.25 7.84 7.84 0.081 821.48 0.07 0.07
0.31 9.45 9.45 0.125 821.60 0.11 0.11
0.38 11.05 11.05 0.177 821.75 0.14 0.14
0.44 12.66 12.66 0.237 821.92 0.17 0.17
0.50 14.26 14.26 0.306 822.10 0.20 0.20
0.56 34.99 34.99 0.432 822.43 0.24 0.24
0.63 55.73 55.73 0.665 823.02 0.30 0.30
0.69 76.46 76.46 0.910 823.60 36.93 36.93
0.75 97.19 97.19 1.061 823.95 78.17 78.17
0.81 82.02 82.02 1.081 824.07 93.42 93.42
0.88 66.85 66.85 1.040 823.90 71.35 71.35
0.94 51.67 51.67 1.004 823.82 61.07 61.07
1.00 36.50 36.50 0.952 823.70 47.21 47.21
1.06 30.13 30.13 0.908 823.59 36.45 36.45
1.13 23.77 23.77 0.877 823.52 29.44 29.44
1.19 17.40 17.40 0.848 823.45 23.15 23.15
1.25 11.03 11.03 0.817 823.38 17.31 17.31
1.31 10.56 10.56 0.793 823.32 13.28 13.28
1.38 10.08 10.08 0.783 823.30 11.56 11.56
1.44 9.60 9.60 0.776 823.28 10.56 10.56
1.50 9.12 9.12 0.772 823.27 9.86 9.86
1.56 8.57 8.57 0.768 823.26 9.27 9.27
1.63 8.02 8.02 0.765 823.26 8.70 8.70
1.69 7.47 7.47 0.761 823.25 8.18 8.18
1.75 6.91 6.91 0.757 823.24 7.70 7.70
1.81 6.74 6.74 0.754 823.23 7.28 7.28
1.88 6.56 6.56 0.751 823.22 6.98 6.98
1.94 6.38 6.38 0.749 823.22 6.73 6.73
2.00 6.21 6.21 0.747 823.22 6.52 6.52
2.06 6.07 6.07 0.746 823.21 6.34 6.34
2.13 5.93 5.93 0.745 823.21 6.18 6.18
2.19 5.79 5.79 0.743 823.21 6.02 6.02
2.25 5.65 5.65 0.742 823.20 5.88 5.88
ANTIFLOTATION BLOCK CALCULATION
WELLESLEY - ST. LAWRENCE HOMES
ANTIFLOTATION BLOCK (POND 1)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 5.75 FT
VOL. OF INTERIOR OF RISER= 72.22 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 4507 #
WT. OF CONC. NEEDED (1.15 FS)= 5183 #
THICKNESS OF CONC. BASE= 2.00 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 6307 #
FACTOR OF SAFETY= 1.40
ANTIFLOTATION BLOCK (POND 2)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 4.25 FT
VOL. OF INTERIOR OF RISER= 53.38 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 3331 #
WT. OF CONC. NEEDED (1.15 FS)= 3831 #
THICKNESS OF CONC. BASE= 1.50 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 4730 #
FACTOR OF SAFETY= 1.42
SECTION 3
Wetland Pond 2 Calculations
I SITE
two,
,,n^m

WETLAND POND 2 -
LEGEND
PROIGSEO CoNrOU S
ENSTWG OOYrOURS
PROPWO STORY DRAINAGE
rOP OF SrREAV BANK
/ WrERSECFAV OR7ER FLOW ARROW
WASMOUT CURB 1 OUrrER (1O'SECF*V
Ar rME CENTER OF rME RAOVS RETURN?
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MNi? MARSH lV4rDEEP)
wow POa croup)
RIP RAP BERM
WETLAND POND 2
Z-mW
SCALE" 1"=60'
FIGURE
4
l,.?F'!LA?D AND Z = $/ l f?
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s ,4 >C
?1.
100
5A- 0- Y 46
J;ze
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Pond 2 - Wellesley
ELEV. SA (ft) VOLUME (ft j)
825.00 6700 0
825.25 6982 1710
825.50 7263 3491
825.75 7545 5342
826.00 7826 7263
826.25 8108 9255
826.35 8220 10071
826.50 8389 11317
826.75 8671 13449
827.00 8952 15652
827.25 9234 17925
827.50 9515 20269
827.75 9797 22683
828.00 10078 25167
BEST MANAGEMENT PRACTICE - WEST D.A.
ALL AMERICAN RELOCATION - BOBBITT
Proposed BMP:
Area draining to BMP:
Percentage Impervious:
Pond 2
509,652 Square Feet
20.0%
Per table 1. 1, Page 5 of the NCDENR BMP Manual:
Average permanent pool surface area required (at 3 foot depth, as a percentage of D.A.):
20.0% Impervious => 0.97% .-- or -- 4944 Square Feet
Volume of temporary storage required = first one inch of rainfall on Drainage Area:
Rv = 0.05 + 0.009(22.5%) = 0.23 inch/inch
Volume = 1 inch rainfall x Rv x 1/12 feet/inch x Drainage Area
Volume of temporary storage required = 9768 Cubic Feet
Volume of storage provided at EL. 826.35 = 10071 Cubic Feet
Maximum head at extended detention storage = 1.35 Feet
PEAK OUTFLOW RATE FOR DRAWDOWN TIME OF 48 HOURS:
Qpeak = S/(0.5 x 3600 x 48) WHICH EQUALS: STORAGE x 0.0000116 = 0.113
REQUIRED ORIFICE AREA: A=Qpeak/(0.6 x (64.4 x h)^0.5
REQUIRED ORIFICE AREA = 0.020209 FEET
DIAMETER OF A CIRCULAR ORIFICE = 2 x (REQUIRED ORIFICE AREA/3.14)^0.5
DIAMETER OF A CIRCULAR ORIFICE = 0.160 FEET= 1.925 INCHES
USE 1.9 INCH ORIFICE
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
2 Year, Type 2 Rainfall: 3.12 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.07 0.07 0.28 1.30
30 0.13 0.20 0.51 2.37
45 0.86 1.06 3.45 16.13
60 0.32 1.38 1.29 6.06
75 0.10 1.48 0.39 1.83
90 0.08 1.56 0.32 1.51
105 0.06 1.62 0.25 1.15
120 0.06 1.68 0.22 1.03
135 0.05 1.73 0.20 0.94
150 0.05 1.77 0.18 0.86
At time = 375 minutes, the flow is 0.42 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
10 Year, Type 2 Rainfall: 4.80 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.11 0.11 0.43 2.00
30 0.19 0.30 0.78 3.64
45 1.33 1.63 5.30 24.82
60 0.50 2.13 1.99 9.32
75 0.15 2.28 0.60 2.82
90 0.12 2.40 0.50 2.33
105 0.09 2.49 0.38 1.77
120 0.08 2.58 0.34 1.59
135 0.08 2.66 0.31 1.44
150 0.07 2.73 0.28 1.33
At time = 375 minutes, the flow is 0.65 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
50 Year, Type 2 Rainfall: 6.48 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted'C' Factor: 0.400

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.14 0.14 0.58 2.70
30 0.26 0.41 1.05 4.92
45 1.79 2.20 7.16 33.50
60 0.67 2.87 2.69 12.58
75 0.20 3.07 0.81 3.80
90 0.17 3.24 0.67 3.14
105 0.13 3.37 0.51 2.38
120 0.11 3.48 0.46 2.14
135 0.10 3.59 0.42 1.95
150 0.10 3.68 0.38 1.79
At time = 375 minutes, the flow is 0.88 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
100 Year, Type 2 Rainfall: 6.96 inches at Pond 2
Time of Concentration: 15 min.
Drainage Area: 11.700 acres.
Weighted 'C' Factor: 0.400

Time
(min) Rainfall
Incr.
(inches)
Total
(inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
15 0.16 0.16 0.62 2.90
30 0.28 0.44 1.13 5.28
45 1.92 2.36 7.69 35.99
60 0.72 3.08 2.89 13.51
75 0.22 3.30 0.87 4.08
90 0.18 3.48 0.72 3.38
105 0.14 3.62 0.55 2.56
120 0.12 3.74 0.49 2.30
135 0.11 3.85 0.45 2.09
150 0.10 3.95 0.41 1.92
At time = 375 minutes, the flow is 0.95 CFS.
Basin Storage/Elevation Input
?p f)'D Z
Elevation Area Storage
(ft) (acres) (acre-ft)
825 0.154 0.000
826 0.180 0.167
827 0.206 0.360
828 0.231 0.579
Outlet Structure Configuration
Outlet Structure Configuration for Pond 2
Stage 1: Circular Orifice
Invert Elevation = 825 feet
Diameter = .158 feet
Discharge Coefficient =.6
Stage 2: Emergency Spillway
Crest Elevation = 826.35 feet
Crest Length = 10 feet
Discharge Coefficient = 3
Basin Rating Curve
Outlet Rating Table for Pond 2
Basin Basin Riser Box Tailwater Outfall
Water Outflow Water Elevation Culvert
Elevation (cfs) Elevation (ft) Control
825.00 0.00 N/A N/A N/A
825.10 0.01 N/A N/A N/A
825.20 0.03 N/A N/A N/A
825.30 0.04 N/A N/A N/A
825.40 0.05 N/A N/A N/A
825.50 0.06 N/A N/A N/A
825.60 0.07 N/A N/A N/A
825.70 0.07 N/A N/A N/A
825.80 0.08 N/A N/A N/A
825.90 0.09 N/A N/A N/A
826.00 0.09 N/A N/A N/A
826.10 0.10 N/A N/A N/A
826.20 0.10 N/A N/A N/A
826.30 0.10 N/A N/A N/A
826.40 0.44 N/A N/A N/A
826.50 1.85 N/A N/A N/A
826.60 3.86 N/A N/A N/A
826.70 6.32 N/A N/A N/A
826.80 9.17 N/A N/A N/A
826.90 12.35 N/A N/A N/A
827.00 15.83 N/A N/A N/A
827.10 19.60 N/A N/A N/A
827.20 23.63 N/A N/A N/A
827.30 27.89 N/A N/A N/A
827.40 32.39 N/A N/A N/A
827.50 37.11 N/A N/A N/A
827.60 42.04 N/A N/A N/A
827.70 47.18 N/A N/A N/A
827.80 52.50 N/A N/A N/A
827.90 58.01 N/A N/A N/A
828.00 63.70 N/A N/A N/A
Modified Puts Routing
PO A)D Z - 2 YiF* ----
Inflow Hydrograph: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P2-2.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.33 0.33 0.001 825.01 0.00 0.00
0.13 0.65 0.65 0.003 825.02 0.00 0.00
0.19 0.98 0.98 0.008 825.05 0.00 0.00
0.25 1.30 1.30 0.013 825.08 0.01 0.01
0.31 1.57 1.57 0.021 825.12 0.02 0.02
0.38 1.83 1.83 0.029 825.18 0.03 0.03
0.44 2.10 2.10 0.039 825.24 0.04 0.04
0.50 2.37 2.37 0.051 825.30 0.04 0.04
0.56 5.81 5.81 0.072 825.43 0.06 0.06
0.63 9.25 9.25 0.110 825.66 0.07 0.07
0.69 12.69 12.69 0.166 826.00 0.09 0.09
0.75 16.13 16.13 0.240 826.38 0.36 0.36
0.81 13.61 13.61 0.300 826.69 6.04 6.04
0.88 11.09 11.09 0.324 826.81 9.52 9.5
0.94 8.58 8.58 0.325 ±
_ 2 __ __ 9.71 9.7
1.00 6.06 6.06 0.316 _
826.77 8.35 8.35
1.06 5.00 5.00 0.305 826.72 6.79 6.79
1.13 3.94 3.94 0.296 826.67 5.60 5.60
1.19 2.89 2.89 0.288 826.63 4.51 4.51
1.25 1.83 1.83 0.279 826.58 3.51 3.51
1.31 1.75 1.75 0.272 826.55 2.78 2.78
1.38 1.67 1.67 0.268 826.52 2.33 2.33
1.44 1.59 1.59 0.265 826.51 2.03 2.03
1.50 1.51 1.51 0.263 826.50 1.83 1.83
1.56 1.42 1.42 0.262 826.49 1.72 1.72
1.63 1.33 1.33 0.260 826.48 1.61 1.61
1.69 1.24 1.24 0.259 826.48 1.51 1.51
1.75 1.15 1.15 0.257 826.47 1.41 1.41
1.81 1.12 1.12 0.256 826.46 1.32 1.32
1.88 1.09 1.09 0.255 826.46 1.25 1.25
1.94 1.06 1.06 0.255 826.45 1.20 1.20
2.00 1.03 1.03 0.254 826.45 1.15 1.15
2.06 1.01 1.01 0.253 826.45 1.11 1.11
2.13 0.98 0.98 0.253 826.44 1.07 1.07
2.19 0.96 0.96 0.252 826.44 1.04 1.04
2.25 0.94 0.94 0.252 826.44 1.01 1.01
Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P2-IO.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.50 0.50 0.001 825.01 0.00 0.00
0.13 1.00 1.00 0.005 825.03 0.00 0.00
0.19 1.50 1.50 0.012 825.07 0.01 0.01
0.25 2.00 2.00 0.021 825.12 0.02 0.02
0.31 2.41 2.41 0.032 825.19 0.03 0.03
0.38 2.82 2.82 0.045 825.27 0.04 0.04
0.44 3.23 3.23 0.061 825.36 0.05 0.05
0.50 3.64 3.64 0.078 825.47 0.06 0.06
0.56 8.94 8.94 0.110 825.66 0.07 0.07
0.63 14.23 14.23 0.170 826.01 0.09 0.09
0.69 19.52 19.52 0.254 826.45 1.13 1.13
0.75 24.82 24.82 0.336 826.87 11.50 11.50
0.81 20.94 20.94 0.376 827.07 18.59 18.59
0.88 17.07 17.07 0.378 827.08 IT .85 18.85
0.94 13.19 13.19 0.364 827.02 16.56 16.56
1.00 9.32 9.32 0.345 826.92 13.21 13.21
1.06 7.69 7.69 0.329 826.84 10.35 10.35
1.13 6.07 6.07 0.316 826.77 8.35 8.35
1.19 4.44 4.44 0.304 826.71 6.64 6.64
1.25 2.82 2.82 0.293 826.65 5.12 5.12
1.31 2.70 2.70 0.283 826.60 3.95 3.95
1.38 2.57 2.57 0.278 826.58 3.38 3.38
1.44 2.45 2.45 0.275 826.56 3.01 3.01
1.50 2.33 2.33 0.272 826.54 2.75 2.75
1.56 2.19 2.19 0.270 826.53 2.54 2.54
1.63 2.05 2.05 0.268 826.53 2.36 2.36
1.69 1.91 1.91 0.267 826.52 2.20 2.20
1.75 1.77 1.77 0.265 826.51 2.04 2.04
1.81 1.72 1.72 0.264 826.50 1.92 1.92
1.88 1.68 1.68 0.263 826.50 1.83 1.83
1.94 1.63 1.63 0.262 826.49 1.77 1.77
2.00 1.59 1.59 0.262 826.49 1.72 1.72
2.06 1.55 1.55 0.261 826.49 1.67 1.67
2.13 1.51 1.51 0.260 826.48 1.63 1.63
2.19 1.48 1.48 0.260 826.48 1.59 1.59
2.25 1.44 1.44 0.259 826.48 1.55 1.55
Modified Puls Routing
pv ND 2. - 50 A Z
Inflow Hydrograph: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2-50.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-1\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-I\CHERRY-1\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.68 0.68 0.002 825.01 0.00 0.00
0.13 1.35 1.35 0.007 825.04 0.00 0.00
0.19 2.03 2.03 0.016 825.09 0.01 0.01
0.25 2.70 2.70 0.028 825.17 0.03 0.03
0.31 3.26 3.26 0.043 825.26 0.04 0.04
0.38 3.81 3.81 0.061 825.37 0.05 0.05
0.44 4.36 4.36 0.082 825.49 0.06 0.06
0.50 4.92 4.92 0.105 825.63 0.07 0.07
0.56 12.06 12.06 0.149 825.89 0.09 0.09
0.63 19.21 19.21 0.229 826.32 0.18 0.18
0.69 26.36 26.36 0.322 826.80 9.30 9.30
0.75 33.50 33.50 0.396 827.16 22.13 22.13
0.81 28.27 28.27 0.426 1827.
30 72 94 27.94
0.88 23.04 23.04 0.418 _
827.27 26.41 26.41
0.94 17.81 17.81 0.397 827.17 22.45 22.45
1.00 12.58 12.58 0.372 827.05 17.86 17.86
1.06 10.39 10.39 0.349 826.94 13.88 13.88
1.13 8.19 8.19 0.333 826.86 11.04 11.04
1.19 6.00 6.00 0.318 826.78 8.72 8.72
1.25 3.80 3.80 0.304 826.71 6.61 6.61
1.31 3.64 3.64 0.293 826.65 5.15 5.15
1.38 3.47 3.47 0.287 826.62 4.36 4.36
1.44 3.31 3.31 0.283 826.60 3.88 3.88
1.50 3.14 3.14 0.280 826.59 3.60 3.60
1.56 2.95 2.95 0.278 826.58 3.37 3.37
1.63 2.76 2.76 0.276 826.56 3.15 3.15
1.69 2.57 2.57 0.274 826.55 2.95 2.95
1.75 2.38 2.38 0.272 826.54 2.75 2.75
1.81 2.32 2.32 0.271 826.54 2.58 2.58
1.88 2.26 2.26 0.269 826.53 2.46 2.46
1.94 2.20 2.20 0.268 826.53 2.36 2.36
2.00 2.14 2.14 0.268 826.52 2.28 2.28
2.06 2.09 2.09 0.267 826.52 2.21 2.21
2.13 2.04 2.04 0.266 826.52 2.15 2.15
2.19 2.00 2.00 0.266 826.51 2.09 2.09
2.25 1.95 1.95 0.265 826.51 2.04 2.04
Modified Puts Routing
POIV ra 2- - / O 0 Y ??2
Inflow Hydrograph: G:\PROJECT2\STLAWR-l\CHERRY-1\H&H\P2-100.HYD
Storage/Elevation Curve: G:\PROJECT2\STLAWR-l\CHERRY-I\H&H\P2.ES
Discharge/Elevation Curve: G:\PROJECT2\STLAWR-1\CHERRY-I\H&H\P2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 825.00 feet
Time Interval =.0625 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 825.00 0.00 0.00
0.06 0.73 0.73 0.002 825.01 0.00 0.00
0.13 1.45 1.45 0.007 825.04 0.00 0.00
0.19 2.18 2.18 0.017 825.10 0.01 0.01
0.25 2.90 2.90 0.030 825.18 0.03 0.03
0.31 3.50 3.50 0.046 825.28 0.04 0.04
0.38 4.09 4.09 0.066 825.39 0.05 0.05
0.44 4.69 4.69 0.088 825.53 0.06 0.06
0.50 5.28 5.28 0.113 825.68 0.07 0.07
0.56 12.96 12.96 0.160 825.96 0.09 0.09
0.63 20.63 20.63 0.245 826.41 0.51 0.51
0.69 28.31 28.31 0.339 826.89 12.08 12.08
0.75 35.99 35.99 0.410 827.23 24.81 24.81
0.81 30.37 30.37 0.438 1827.36 30.50 30.501
0.88 24.75 24.75 0.428 827.31 28.46 28.46
0.94 19.13 19.13 0.406 827.21 24.07 24.07
1.00 13.51 13.51 0.379 827.09 19.09 19.09
1.06 11.16 11.16 0.355 826.97 14.91 14.91
1.13 8.80 8.80 0.337 826.88 11.81 11.81
1.19 6.44 6.44 0.322 826.80 9.31 9.31
1.25 4.08 4.08 0.307 826.73 7.07 7.07
1.31 3.91 3.91 0.295 826.67 5.47 5.47
1.38 3.73 3.73 0.289 826.63 4.65 4.65
1.44 3.55 3.55 0.285 826.61 4.15 4.15
1.50 3.38 3.38 0.282 826.60 3.82 3.82
1.56 3.17 3.17 0.280 826.59 3.59 3.59
1.63 2.97 2.97 0.278 826.58 3.37 3.37
1.69 2.76 2.76 0.276 826.57 3.16 3.16
1.75 2.56 2.56 0.274 826.55 2.95 2.95
1.81 2.49 2.49 0.272 826.55 2.77 2.77
1.88 2.43 2.43 0.271 826.54 2.64 2.64
1.94 2.36 2.36 0.270 826.53 2.54 2.54
2.00 2.30 2.30 0.269 826.53 2.45 2.45
2.06 2.25 2.25 0.269 826.53 2.37 2.37
2.13 2.20 2.20 0.268 826.52 2.31 2.31
2.19 2.14 2.14 0.267 826.52 2.25 2.25
2.25 2.09 2.09 0.267 826.52 2.19 2.19
ANTIFLOTATION BLOCK CALCULATION
WELLESLEY - ST. LAWRENCE HOMES
ANTIFLOTATION BLOCK (POND 1)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 5.75 FT
VOL. OF INTERIOR OF RISER= 72.22 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 4507 #
WT. OF CONC. NEEDED (1.15 FS)= 5183 #
THICKNESS OF CONC. BASE= 2.00 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 6307 #
FACTOR OF SAFETY= 1.40
ANTIFLOTATION BLOCK (POND 2)
CROSS-SECTION AREA OF RISER INTERIOR= 12.56 SF
RISER HEIGHT= 4.25 FT
VOL. OF INTERIOR OF RISER= 53.38 CF
WT. OF H2O DISPLACED BY RISER INTERIOR= 3331 #
WT. OF CONC. NEEDED (1.15 FS)= 3831 #
THICKNESS OF CONC. BASE= 1.50 FT
SIDE LENGTH OF CONC. BASE= 6.00 FT
AREA OF CONC. BASE 36.00 SF
WT. OF CONC. BASE= 4730 #
FACTOR OF SAFETY= 1.42
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