SW8060740_Historical File_20090123

�F wArF
%�� �Q Beverly Eaves Perdue,Governor
Dee Freeman,Secretary
0 , r North Carolina Department of Environment and Natural Resources
'�`' Coleen H.Sullins,Director
- �� : ' Division of Water Quality
January 23, 2009
Mr. Timothy J. Walter, Vice President
701 East Bay, inc., General Partner
Port City Limited Partnership
201 N. Front Street, Suite 314
Wilmington, NC 28401
Subject: Stormwater Permit No. SW8 060740MOD
Myrtle Grove Village Shopping Center
High Density Commercial Subdivision Project
New Hanover County
Dear Mr. Walter:
The Wilmington Regional Office of the Division of Water Quality received a complete, modified
Stormwater Management Permit Application for Myrtle Grove Village Shopping Center on January 23,
2009. Staff review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 060740MOD, dated January 23, 2009, for the construction of the subject project.
This modification eliminates the previously permitted offsite area#2 from the drainage area of Pond#2.
Please remove sheets C4.0A and C8.4 from the plans approved on October 16, 2006, and replace with
the new ones, attached. This permit shall be effective from the date of issuance until October 16, 2016,
and shall be subject to the conditions and limitations as specified therein. Please pay special attention
to the Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future compliance
problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda
Lewis, or me at [phone].
Sin rely,
Sca5C3r
eorgett Scott
Stormwater Supervisor
Division of Water Quality
GDS/arl: S:IWQSISTORMWATERIPERMIT1060740MOD.jan09
cc: Robert P. Balland, P.E., Paramounte Engineering, Inc.
New Hanover County Building Inspections
New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
Mailing Address Phone[phone] Internet: www.ncwateraualitv.org
127 Cardinal Drive Extension Fax [phone] Carolina
Wilmington,NC 28405 Customer Service 1-877 623-6748 �.Q"�
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 060740MOD
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Timothy J. Walter, 701 East Bay, Inc. and Port City Limited Partnership
Myrtle Grove Village Shopping Center
5511 Carolina Beach Road, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of two wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until October 16, 2016 and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.5 of this permit. The subdivision is permitted for 3
outparcel lots, each allowed a maximum built-upon area as follows: 33,715 ft2 for
Outparcel A; 19,994 ft2 for Outparcel B; and 397,136 ft2 for the Home Depot.
Outparcels A and B drain to Pond #1. There is no allotment of built-upon area in
DA#3 and there is no allotment of future built-upon area in either Pond #1 or
Pond #2. Roadway improvements for Piner Road consist of 60,960 square feet
of built-upon area and runoff will be treated by roadside swales.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

1
State Stormwater Management Systems
Permit No. SW8 060740MOD
5. The following design elements have been permitted for the two (2) wet detention
pond stormwater facilities, and must be provided in the systems at all times.
Design Criteria Pond#1 Pond#2
Rules Version 1995 1995
a. Drainage Area, acres: 11.07 32.23
Onsite, ft2 263,102 1,403,939
Offsite, ft2 219,107 0
b. Total Impervious Surfaces, ft2 344,690 1,065,346
(1) Buildings None 200,231
(2) Roads/Parking 40,075 545,290
(3) Other 147,799 319,825
-Home Depot 94,090 303,046
-Outparcel A 33,715 0
-Outparcel B 19,994 0
-Sidewalk 0 16,779
(4) Offsite 156,816 0
c. Design Storm, inches 1.0 1.0
d. Pond Depth, feet 7.0 6.0
e. TSS removal efficiency 90 90
f. Permanent Pool Elev., FMSL 14.0 16.6
g. Perm. Pool Surface Area, ft2 15,694 86,830
h. Permitted Storage Volume, t' 27,727 373,178
i. Temporary Storage Elev., FMSL 15.6 20.35
j. Controlling Orifice, "0 pipe 2.0 4.0
k. Permitted Forebay Volume, fe 12,171 119,662
I. Receiving Stream/River Basin Motts Creek/Cape Fear
m. Stream Index Number 18-82
n. Classification of Water Body C; Sw
o. Max. fountain pump HP 2 2
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built-upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built-upon area. Once the lot transfer is complete, the built-upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built-upon area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built-upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUR limit.
4. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 060740MOD
5. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further development, subdivision, acquisition, or sale of all or any part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
6. The Director may determine that other revisions to the project should require a
modification to the permit.
7. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
9. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 060740MOD, as
issued by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
c. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built-upon area is as follows: Outparcel A at 33,715 ft2;
Outparcel B at 19,994 ft2; and Home Depot at 397,136 ft2. This allotted
amount includes any built-upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water
surface of swimming pools.
h. All runoff from built upon area on the lot must drain into the permitted
system. This may be accomplished through providing roof drain gutters
which drain to the street, grading the lot to drain toward the street, or
grading perimeter swales and directing them into the pond or street. Lots
that will naturally drain into the system are not required to provide these
measures.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 060740MOD
i. Built-upon area in excess of the permitted amount will require a permit
modification.
10. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the NC E&SC Planning and Design Manual.
12. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
13. Decorative spray fountains will be allowed in the wet detention pond stormwater
treatment systems, subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in the
wet detention ponds is listed on page 3 of this permit in Section 1.5.
14. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
15. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
16. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
17. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
18. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 060740MOD
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality, signed by the parties involved, accompanied by the appropriate
documentation as listed on page 2 of the form. The project must be in good
standing with DWQ. The approval of this request will be considered on its merits
and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
Neither the sale of the project nor the transfer of common area to a third party
constitutes legal transfer of this stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to DENR staff to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
10. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit, to include a renewal application and fee.
Permit modified and reissued this the 23rd day of January 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
•
o leen . Sullins, irector
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 060740MOD
Page 6 of 8

DWQ USE ONLY
Date Received Fee Paid Permit Number
�—Z Z-20)9(ifcil) State of North Carolina
Department of Environment and Natural Resources RECEIVED
Division of Water Quality DEC 1 2 2008
STORMWATER MANAGEMENT PERMIT APPLICATIOI+ RM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
Port City Limited Partnership
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
7'i h�ofh
T�T.Walter,Vice-President of Corporate General Partner
3. Mailing Address for person listed in item 2 above:
201 N.Front Street,Suite 314
City:Wilmington State:NC Zip:28401
Phone: (910 ) 763-7624 Fax: (843 ) 724-3400
[e-mail]
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Myrtle Grove Village Shopping Center
5. Location of Project(street address):
5511 Carolina Beach Road
City:Wilmington County:New Hanover Zip:28409
6. Directions to project(from nearest major intersection):
Southeast corner at Monkey Junction at the corner of Piner Road and Carolina Beach Road.
7. Latitude:34°08' 13"N Longitude:77°53'30" W of project
8. Contact person who can answer questions about the project:
Name:Robert P.Balland,PE Telephone Number: (910 ) 791-6760
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is(check one): ONew ['Renewal CA Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit,list the
existing permit numberSW8 060740 Mod and its issue date (if known)March 19,2007
3. Specify the type of project(check one):
Form SWU-101 Version 0925.08 Page 1 of 4

• ❑Low Density ZHigh Density ['Redevelop DGeneral Permit DUniversal SMP ['Other
4. .Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
DCAMA Major ►CISedimentation/Erosion Control 0404/401 Permit ❑NPDES Industrial Stormwater
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages)describing stormwater management for the project.
Stormwater runoff is controlled by a storm drainage conveyance system flowing into two wet detention ponds
and roadside swales
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Property Area:57.06 acres 4. Total Coastal Wetlands Area:0 acres
5. Total Property Area(3) — Total Coastal Wetlands Area(4) = Total Project Area**:57.06 acres
6. (Total Impervious Area / Total Project Area)X 100 = Project Built Upon Area(BUA):71.4 %
7. How many drainage areas does the project have?5
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
For high density projects,complete the table with one drainage area for each engineered stormwater device.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name see attached table See attached table
Stream Class&Index No.
Total Drainage Area(sf)
On-site Drainage Area(sf)
Off-site Drainage Area(sf)
Existing Impervious*Area(sf)
Proposed Impervious*Area(sf)
%Impervious*Area(total)
Impervious*Surface.Area Drainage Area 1 Drainage Area 2
On-site Buildings(sf)
On-site Streets (se -
On-site Parking (sf)
On-site Sidewalks (sf) •
•
Other on-site (se
Off-site (se
Total (se:
*Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
**Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area(BLIA).
9. How was the off-site impervious area listed above derived?Existing offsite(by aerial photo)
Form SWU-101 Version 09.25.08 Page 2 of 4

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Projects in Union County: Contact the DWQ Central Office staff to check to see if you project is located
within a Threatened&Endangered Species watershed that may be subject to more stringent stormwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a table
listing each lot number,size and the allowable built-upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm-deed restrictions.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below,you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form,that the covenants will be binding on
all parties and persons claiming under them,that they will run with the land,that the required covenants
cannot be changed or deleted without concurrence from the NC DWQ,and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s)listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at(919)807-6300 for the status and
availability of these forms. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htn,.
Form SW401-Low Density Low Density Supplement
Form SW401.-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-Level Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement
Form SW401-Permeable Pavement Permeable Pavement Supplement
Form SW401-Cistern Cistern Supplement
Form SWU-101 Version 09.25.08 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package indudes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form 2Po/3
• Original and one copy of the Deed Restrictions&Protective Covenants Form(if ,,v J4
required as per Part IV above)
• Original of the applicable Supplement Form(s)and O&M agreement(s)for each BMP 12Pt
• Permit application processing fee of$505(Express:$4,000 for HD,$2,000 for LD)
payable to NCDENR
• Calculations&detailed narrative description of stormwater treatment/managementb
• Copy of any applicable soils report N/A-
• Two copies of plans and specifications(sealed,signed&dated),including: 'R et!)
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated, or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
•
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf(such as additional information requests),please complete this section. (ex.designing engineer or firm)
Designated agent(individual or firm):Paramounte Engineering,Inc.
Mailing Address:5911 Oleander Drive,Suite 201
City:Wilmington State:NC Zip:28403
Phone: (910 ) 791-6707 Fax: (910 ) 791-6760
Email:[e-mail]
VIII.APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information,item 2)Timothy J. Walter
certify that the information induded on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of 15A
NCAC 2H.100
1.
� p C
Signature: D 2'Ic—ate: 1U
Form SWU-101 Version 09.25.08 Page 4 of 4

Permit No.5/v 7 v(C5 -r O ECG
(to be provided by DWQ)
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part Ill)must be printed,filled out and submitted along with all of the required information.
PROJECT tNFORMATJON _
Project name Myrtle Grove Village Shopping Center(Peme14
Contact person Robert P.Selland,PE
Phone number 910-791-6707
Date 19-Jan-09
Drainage area number No.2
C►t. DESIGN INFORMATION
Site Characteristics
Drainage area 1,403,939 ftz
Impervious area,post-development 1,065,042 ft2
%impervious 75.86 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 85,728 ft3 OK
Volume provided 373,178 ft3
OK,volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5"runoff volume ft3
Pre-development 1-yr,24-hr runoff f3
Post-development 1-yr,24-hr runoff ft3
Minimum volume required Xft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required? N (Y or N)
1-yr,24-hr rainfall depth in } -
Rational C,pre-development (unitless) R 'r
Rational C,post-development (unitless)
Rainfall intensity:1-yr,24-hr storm inlhr JAN 2 2 2009
Pre-development 1-yr,24-hr peak flow ft3/sec
Post-development 1-yr,24-hr peak flow ft3/sec BY:
Pre/Post 1-yr,24-hr peak flow control ft3/sec "
Elevations
Temporary pool elevation 20.35 fmsl
Permanent pool elevation 18 60 fmsl
SHWT elevation(approx.at the perm.pool elevation) fmsl
Top of 10ft vegetated shelf elevation fmsl
Bottom of 10ft vegetated shelf elevation fmsl
Sediment cleanout,top elevation(bottom of pond) fmsl
Sediment cleanout,bottom elevation fmsl
Sediment storage provided ft
Is there additional volume stored above the state-required temp.pool? y (Y or N)
Elevation of the top of the additional volume 00,3 5 this!
Form SW401-Wet Detention Basin-Rev.5 Parts I.&II.Design Summary,Page 1 of 2

Permit No.
(to be provided by DWQ)
IL DESIGN INFORMATION
Surface Areas
Area,temporary pool /0Ll C!3 ft2
Area REQUIRED,permanent pool 36,502 ft2
SA/DA ratio 2.60(unitless)
Area PROVIDED,permanent pool,Apermynd 86,830 ft OK
Area,bottom of 10ft vegetated shelf,Abor bheir ft2
Area,sediment cleanout,top elevation(bottom of pond),Abotpaed 55,912 ft
Volumes
Volume,temporary pool 373,178 tt3 OK
Volume,permanent pool,Vpem_paw, 535,207 ft3
Volume,forebay(sum of forebays if more than one forebay) 119,662 ft3
Forebay%of permanent pool volume 22.4% % Insufficient forebay volume.
SA/DA Table Data
Design TSS removal 90%
Coastal SA/DA Table Used? Y (Y or N)
Mountain/Piedmont SA/DA Table Used? N (Y or N)
SA/DA ratio 2.60(unitless)
Average depth(used in SA/DA table):
Calculation option 1 used?(See Figure 10-2b) (Y or N)
Volume,permanent pool,Vpemmuool ft'
Area provided,permanent pool,ApB n_rawi ft2
Average depth calculated ft
Average depth used in SA/DA,claw(Round to nearest 0.5ft) ft
Calculation option 2 used?(See Figure 10-2b) (Y or N)
Area provided,permanent pool,Apertnyod ft2
Area,bottom of 10ft vegetated shelf,A shelf ft2
Area,sediment cleanout,top elevation(bottom of pond),Ab „d ft2
"Depth"(distance b/w bottom of 10ft shelf and top of sediment) ft
Average depth calculated ft
Average depth used in SA/DA,claw(Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? r (Y or N)
Diameter of orifice(if circular) 4.00 in
Area of orifice(if-non-circular) in2
Coefficient of discharge(Co) 0.60(unitless)
Driving head(Ho) 1.25 ft
Drawdown through weir? M (Y or N)
Weir type (unitless)
Coefficient of discharge(Cw) (unitless)
Length of weir(L) ft
Driving head(H) ft
Pre-development 1-yr,24-hr peak flow ft3/sec
Post-development 1-yr,24-hr peak flow ft3/sec
Storage volume discharge rate(through discharge orifice or weir) 0.47 ft3/sec Storage volume discharge rate greater than pre-dev.1yr24hr.
OK,draws down in 2-5 days.
Storage volume drawdown time 211 days Drawdown time varying from expected value by more than a half day.
Check calculation.
Additional Information
Vegetated side slopes 3:1 OK
Vegetated shelf slope 6:1 Insufficient shelf slope.
Vegetated shelf width 10 0 ft OK
Length of fiowpath to width ratio 5:1 OK
Length to width ratio 5.0:1 OK
Trash rack for overflow&orifice? Y (Y or N) OK
Freeboard provided ft
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies Pond will be pumped down by mechanical means if required
Form SW4D1-Wet Detention Basin-Rev.5 Parts I.&II.Design Summary,Page 2 of 2

Permit No
(to be provided by DWQ
W. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent,the agent may initial below. If a
requirement has not been met,attach justification.
Pagel Plan
jitials Sheet No.
iC�6 Sit OA 1. Plans(1"-50'or larger)of the entire site showing:
-Design at ultimate build-out,
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Basin dimensions,
-Pretreatment system,
-High flow bypass system,
Maintenance access,
-Proposed drainage easement and public right of way(ROW),
Overflow device,and
Boundaries of drainage easement.
i G S.Lf 2.Partial plan(1"=30'or larger)and details for the wet detention basin showing:
-Outlet structure with trash rack or similar,
Maintenance access,
-Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
-Vegetation specification for planting shelf,and
-Filter strip.
3. Section view of the wet detention basin(1" 20'or larger)showing:
-Side slopes,3:1 or lower,
-Pretreatment and treatment areas,and
-Inlet and outlet structures.
cI.1 4. If the basin is used for sediment and erosion control during construction,clean out of the basin is specified
on the plans prior to use as a wet detention basin.
033 See 62/C5 5.A table of elevations,areas,incremental volumes&accumulated volumes for overall pond and for forebay,
to verify volume provided.
ig°b 6.A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
/t213 5ee-Ce /e j, 7. The supporting calculations.
090 Xitc-bd./f 8.A copy of the signed and notarized operation and maintenance(O&M)agreement.
Prey;
RAO
9.A copy of the deed restrictions(if required).
gdel_ -- '— 10. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. County
soil maps are not an acceptable source of soils information.
RECEIVED
D5C 1 "2 2008
Form SW401-Wet Detention Basin-Rev.5 Pert I!!.Pnc, ' _ . . ,Page 1 of 1

I
7/2.6(06 W [L e 3 J' - Permit No.csh11 ®OO 740
r(�Cob 1/`0- •, rt. f rcpt.) (to be provided by DWQ)
State of North Carolina _0/7`""
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement.
I. PROJECT INFORMATION(please complete the following information):
Project Name: Myrtle Grove Village Shopping Center(Pond#1)
Contact Person: Robert Balland,PE Phone Number: (910)-791-6707
For project with multiple basins, specify which basin this worksheet applies to: DA#1 & Offsite#1
Elevations
Basin Bottom Elevation 7.0 ft. (floor of the basin)
Permanent Pool Elevation 14.0 ft. (elevation of the orifice)
Temporary Pool Elevation 15.6 ft. (elevation of the discharge structure overflow)
Area
Permanent Pool Surface Area 15,694 sq. ft. (water surface area at the orifice elevation)
Drainage Area 11.07 ac. (on-site and off-site drainage to the basin)
Impervious Area 7.92 ac. (on-site and off-site drainage to the basin)
Volumes
Permanent Pool Volume 55,013 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 27,727 cu. ft. (volume detained above the permanent pool)
Forebay Volume 12,171 cu. ft. (approximately 20%of total volume)
Other parameters
SA/DA1 2.98 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2.0 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1 in.
Design TSS Removal 2 90% % (minimum 85%required)
Form: SWU-102 Rev. 3.99 Page 1 of 4

Footnotes:
1 When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth.Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 The requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
�j Pb a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
l2P b. The forebay volume is approximately equal to 20%of the basin volume.
`?pa c. The temporary pool controls runoff from the design storm event.
1T Pb d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
N/,A- calculations)
7/96 f. The basin length to width ratio is greater than 3:1.
"hPU g. The basin side slopes above the permanent pool are no steeper than 3:1.
IT io6 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
P4 i. Vegetative cover above the permanent pool elevation is specified.
R P8 j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest
Po right-of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of
the basin is specified prior to use a wet detention basin.
`?Pa m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin,pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) (Q) does (®) does not incorporate a vegetated filter at the outlet.
This system (check one) (D) does (Z) does not incorporate pretreatment other than a forebay.
Form: S WU-102 Rev.3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately;re-seed as necessary to maintain good vegetative cover,now
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system(i.e. catch basins,piping, swales,riprap, etc.)quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75%of the original design depth(see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water
quality(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth
reading and not readily penetrate into accumulated sediments.
LY- 1l11lb61/16
When the permanent pool depth reads feet in the main pond,the sediment shall be removed. •
When the permanent pool depth reads 75ieet in the fore bay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
14.00 A Permanent Pool Elevation 14.00
Sediment Remov 1. 8.75 ' 5.25
i Sediment Removal Elevation 8.75 5.25
Bottom Elevation 7.00 1.75
Bottom Elevation 7.00 1.75
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50%of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and fore bay berm.
6. If the basin must be drained for an emergency or to perform maintenance,the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Form: SWU-102 Rev. 3.99 Page 3 of 4

Print name: Timothy J. Walter
Title: Vice President of Corporate General Partner
Address: 201 N. Front Street, Suite 314
Phone: [phone]
Signature:
Date: August 11, 2 06
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
I, M a. A. Pitg1i e5& , a Notary Public for the State of 5044. C,Q/4344
County of CIA /1 es4 , do hereby certify that I t1mit5 1 l W4tte-v
personally appeared before me this <( day of AIUS T , 20 Oh, and acknowledge the due
execution of the foregoing wet detention basin maintenance requirements. Witness my hand and official seal,
phi
#' �OURy a• __
9 PUBUG
=......
:,..,....
NIm
SEAL
My commission expires . - U-aD1+
Form: SWU-102 Rev. 3.99 Page 4 of 4

Permit Number: .5I 43 6(stil t-I 0
(to be provided� by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected,repaired or replaced immediately. These deficiencies can affect the integrity
of structures,safety of the public,and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one): ao
❑ does does not incorporate a vegetated filter at the outlet.
This system (check one): .-+
❑ does does not incorporate pretreatment other than a forebay. ou
Important maintenance procedures:
- Immediately after the wet detention basin is established,the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed,until the plants become established(commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance,the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year,a dam safety expert should inspect the embankment.
After the wet detention pond is established,it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully,and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Undog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds,preferably by
hand. If pesticide is used,wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead,diseased or Determine the source of the
dying. problem: soils,hydrology,disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds,preferably by
hand. If pesticide is used,wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails,phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide(do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.(if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office,or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.7 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5.7 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 16.6
Sediment Removal . 10.9 :Ptanen\ol
olum Sediment Removal Elevation 10.9Bottom Elevatio Q 0 Min.
Sedime Bottom Elevation 9.0 1-ft n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Myrtle Grove Village Shopping Center
BMP drainage area number:#2
Print name:Timothy J.Walter
Title:Vice-President of Corporate General Partner
Address:201 N. Front Street, Suite 314, Wilmington,NC 28401
Phone:[phone]
Signature:
Date: (Z— `O g
Note: The legally responsible party should not be a homeowners association unless more than 50%of
the lots have been sold and a resident of the subdivision has been named the president.
I, bunk(U a , a Notary Public for the State of
Aei C x1 County of , do hereby certify that
iimalit W i t personally appeared before me this 10
day of /008', and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
'`����ti ti u i u i u rl/IPUGz l/1/
\�� \V i�tissloh F�+
�'• NOTARY N'
PU8L1G
SEAL MO- a.
gezuk
My commission expires 3 -2
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

PARAMOUNTE
E N G 1 N E E R 1 N G,
MYRTLE GROVE VILLAGE
SHOPPING CENTER
5511 Carolina Beach Road
New Hanover County,North Carolina
DEVELOPED BY:
Port City Central Limited Partnership
201 North Front Street
Wilmington, North Carolina 28401
MODIFIED STORMWATER MANAGEMENT POND -#2
CALCULATIONS
,•,�pglrrll���
., ®FESSii l
:pp
RECEIVED
JAN 2 3 2009
y-410Pmitio
DWQ
PRoa# 5w3_0coo-7 40
Via :Ow,a,
P.E.I.PROJECT#: 06130.PE 2+/2C h wl A/vf
DESIGNED BY: CHRIS MILLIS,EI
CHECKED BY: ROBERT BALLAND,PE
DATE: JULY 21,2006
MODIFIED: JANUARY 23,2009
5 9 1 1 D L E A N DER D R 1 4 E , SUITE 2 0 1 , W I L M 1 N (3 T U N , NC 2 9 4 D 3
PH : (9 1 D) 7 9 1 - 6 7 D 7 F A X : ( 9 1 D) 7 9 1 - 6 7 6 D

MYRTLE GROVE VILLAGE
NEW HANOVER, NORTH CAROLINA
Project#06130.PE
DESIGN NARRATIVE
Port City Central LTD. Partnership is proposing to modify their existing stormwater
management permit, SW8 060740 Mod and was issued on March 19, 2007. The request to
modify the existing stormwater management permit is for the following reasons:
• The permanent pool level increased due to an existing tail water condition, a permanent
weir located downstream and to an inaccurate survey data in the area of our outfall.
• Off-site #2 is being removed from the permit application due to concerns of meeting
pre. Vs. post development for the 25 year storm event as required in the New Hanover
County Stormwater ordinance.
Off-site area #2 consisted of 9.78 acres with 7.82 acres of impervious area or 80% impervious
area, which was previously allocated. The proposed modification will remove this area from
the permit application and any new development proposed on that parcel in the future will
have to submit an independent stormwater management permit application with NCDENR.

Village at Myrtle Grove: Wet Detention Pond #2 Calculations
NC DENR Retention Requirements
Objective:design a wet detention basin with the following characteristics:a permanent water pool depth between 3-and
6-feet, a surface area that meets TSS removal requirements(values set by NC DENR and included here), a forebay that
is approximately 20%of the total pond volume, a temporary water pool sized to detain the initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length-to-width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post-Development Conditions
Total Drainage Area 32.23 ACRE Value from CAD
Impervious Drainage Area 24.45 ACRE Value from CAD
Impervious Cover 75 9% Impervious Cover-(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface 16.6 FT Value selected by designer
Depth of Permanent Pool 7.6 Value selected by designer
Elevation of Wet Detention Pond Bottom 9.0 FT (Bottom Elevation)=(Permanent Pool Surface
Elevation)-(Depth of Permanent Pool)
Approximate Pond Length 670 FT Value from CAD
Approximate Pond Width 140 FT Value from CAD
Length:Width Ratio 5:1 Ratio=(Length)/(Width):1
Required SA/DA Ratio for 90%TSS Removal 2.60 Value from chart. Reference: "90% TSS Removal
Required Permanent Pool Surface Area 36,432 SF Required Surface Area=(Required SA/DA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 86,830 SF Interpolated value from stage-storage calculations
Step 2: Determine the 1-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.733 IN/IN Rv=0.05+0.009*(%Impervious)
1"Runoff Volume(Temporary Volume) 85,728 CF 1"Runoff Volume=1 inch*Rv*1 foot/12 inch*(rota!
Drainage Area)
Volume Below Permanent Pool 535,207 CF Value from stage-storage calculations(cumulative
pond volume at permanent pool elevation)
Storage Elevation at Required Volume 17.59 FT Value is interpolation based upon stage-storage
values. See stage-storage calculations
e JAN 2 2 2°°o I/CJG
(A)g
pY.
P:1Projects\ZIFF Properties106130.PE Village at Myrtle Grove\Documents\Design Calculations\HydrolStormwater Calcs1WET
POND#2 Rev 112508 Mod 011909

Step 3: Calculate the required forebay volume(18-22%of total pond volume)and compare to the forebay volume provided.
Total Pond Volume 535,207 CF Value from stage-storage calculations
Required Total Forebay Volume 107,041 CF Forebay Volume=(Total Pond Volume)*20%
Provided Total Forebay Volume 119,662 CF Value from stage-storage calculations
Provided Forebay Volume:T otal Pond Volume 22% (Provided Forebay Volume)/(Total Pond
Volume)*100%
Required Forebay#1 Volume(52%of Total DA) 55,662 Forebay#1 Volume=(Total Pond Volume)*10.4%
Provided Forebay#1 Volume(52%of Total DA) 71,861 Value from stage-storage calculations
Required Forebay#2 Volume(48%of Total DA) 51,380 Forebay#2 Volume=(Total Pond Volume)*9.6%
Provided Forebay#2 Volume(48%of Total DA) 47,801 Value from stage-storage calculations
Step 4: Verify that time required to drawdown the 1-inch runoff volume is within 2 to 5 days.
Diameter of Proposed Low-flow Orifice 4.00 IN Value chosen by designer
Elevation of Outlet Structure 20.35 FT Value chosen by designer
Total Elevation Head Above Orifice 3.75 FT (Total Elevation Head Above Orifice)=(Weir
Elevation)-(Elevation of Permanent Pool Surface)
(Average Elevation Head Above Orifice)=[(Storage
Average Elevation Head Above Orifice 1.25 FT Elevation at Required Volume)+(Elevation of
Permanent Pool Surface11/3-(Storage Elevation at
Required Volume)
Cd, Coefficient of Discharge 0.60 Value chosen by designer
Q, Flowrate Through Low-flow Orifice 0.47 CFS Q=Cd*(Pi)*((Diameter of Orifice)*(1 ft/12
in)]^2/4*(2*32.2*(Avenge Head)1^1/2
Drawdown Time for 1-inch Runoff 2.11 DAYS (Drawdown Time)=(1"Runoff Volume)/Q*(1
day/86400 seconds)
P:1Projects\ZlFF Properties106130.PE Village at Myrtle Grove\DocumentslDesign Calculations\Hydro\Stormwater Calcs1WET
POND#2 Rev 112508 Mod 011909

Village at Myrtle Grove
Stage-Storage Calculations for Proposed Wet Detention Pond#2
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
Planted shelf 2'below Permanent Pool 6
Side Slope below planted shelf 3
incremental and cumulative storage of the wet detention pond per contour interval.
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour Incremental Volume, S
Contour Area(SF) Volume(CF) (CF)
16.6 86,830 0 0 •-Permanent Pool
17.0 91,923 35,751 35,751
18.0 97,112 94,518 130,268
19.0 102,323 99,718 229,986
20.0 108,100 105,212 335,197
21.0 113,842 110,971 446,168
22.0 120,085 116,964 563,132
Stage/Storage Total Pond(Including Forebay)
Cumulative
Contour Incremental Volume, S
Contour Area(SF) Volume (CF) (CF)
9.0 55,912 0 0 +Pond Bottom
10.0 59,544 57,728 57,728
11.0 63,220 61,382 119,110
12.0 66,927 65,074 184,184
13.0 70,652 68,790 252,973
14.0 74,461 72,557 325,530
15.0 78,420 76,441 401,970
16.0 84,973 81,697 483,667
16.6 86,830 51,541 535,207 Permanent Pool
17.0 91,923 35,751 570,958
18.0 97,112 94,518 665,476
19.0 102,323 99,718 765,193
20.0 108,100 105,212 870,405
21.0 113,842 110,971 981,376
22.0 120,085 116,964 1,098,339
P:1Projects\ZIFF Properties106130.PE Village at Myrtle Grove\Documents\Design Calculations\Hydro\Stormwater
Calcs\WET POND#2 Rev 112508 Mod 011909

Village at Myrtle Grove
Stage-Storage Calculations for Proposed Wet Detention Pond#2
Forebay#1 (10.4%of Total Pond)
Cumulative
Contour Incremental Volume, S
Contour Area(SF) Volume(CF) (CF)
9.0 7,338 0 0 +•Bottom Elev.
10.0 7,863 7,601 7,601
11.0 8,403 8,133 15,734
12.0 8,956 8,680 24,413
13.0 9,525 9,241 33,654
14.0 10,107 9,816 43,470
15.0 10,704 10,406 53,875
16.0 11,315 11,010 64,885
16.6 11,940 6,977 71,861 4-Forebay Volume
Forebay#2(9.6% of Total Pond)
Cumulative
Contour Incremental Volume, S
Contour Area(SF) Volume(CF) (CF)
9.0 4,090 0 0 +•Bottom Elev.
10.0 4,617 4,354 4,354
11.0 5,176 4,897 9,250
12.0 5,750 5,463 14,713
13.0 6,342 6,046 20,759
14.0 6,953 6,648 27,407
15.0 7,608 7,281 34,687
16.0 8,336 7,972 42,659
16.6 8,804 5,142 47,801 •forebay Volume
1.0"Temporary Storage Calculations
Cumulative
Contour Incremental Volume, S
Contour Area(SF) Volume(CF) (CF)
16.6 86,830 0 0 Permanent Pool
17.0 91,923 35,751 35,751
17.6 94,722 55,994 91,744 +1"Volume
18.0 97,112 38,367 130,111
19.0 102,323 99,718 229,828
20.0 108,100 105,212 335,040
20.35 109,831 38,138 373,178 +Temporary Pool
P:1Projects\ZIFF Properties106130.PE Village at Myrtle Grove\Documents\Design Calculations\Hydro\Stormwater
Calcs\WET POND#2 Rev 112508 Mod 011909

_ _.... . _ __ _ . . _... . .._ .
Rk! RIN 6 , 1 .N. Q . I
MYRTLE GROVE VILLAGE
SHOPPING CENTER
5511 Carolina Beach Road
New Hanover County, North Carolina
DEVELOPED BY:
Port City Central Limited Partnership
201 North Front Street
Wilmington, North Carolina 28401
STORM DRAINAGE
REPORT & CALCULATIONS
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P.E.I.PROJECT#: 06130.PE •-l� V4' 4Jr
DESIGNED BY: CHRIS MILLIS,EI rb 4. OA
CHECKED BY: Q'
ROBERT BALLAND,PE 0.-/
16DATE: JULY 21,2006 j ``� (tw
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MYRTLE GROVE VILLAGE
NEW HANOVER, NORTH CAROLINA
Project#06130.PE
DESIGN NARRATIVE
Port City Central LTD. Partnership is proposing to redevelop the old Myrtle Grove Wal-mart
shopping center located near the intersection of U.S. 421 &Piner Rd.for a Home Depot site and
additional commercial/retail development. The parcel to be developed is 52.2 acres (Deed
Book:4912,Page: 1420) and is located in New Hanover County's jurisdiction.
The existing site consists of approximately 12 acres of fairly wooded cover on moderately
sloped terrain with the remainder as predominately impervious cover as a result of the
parking/buildings from the previous shopping center. The stormwater management system
for the previous development was permitted by the State under permit#SW8 880518.
The existing soils on the site are comprised of Leon (Le), Lynn Haven (Ly), Kureb (Kr), and
Murville (Mu) according to the Soil Survey of New Hanover County; data from New Hanover
County G.I.S. The project is within a drainage basin that drains to an unnamed tributary of
Motts Creek (C; SW, 1.0" runoff). All stormwater will be conveyed through a storm drainage
system into two wet detention ponds. Both ponds currently serve the existing shopping center
and will be reconstructed to accommodate for the proposed development.
To model the stormwater management system the SCS TR-55 (NRCS) method was used. The
site was modeled back to its original state (before the Wal-mart shopping center) for the pre-
development model. Since the majority of the property is currently developed, characteristics
of the undeveloped southern portion of the parcel were used for analysis; which includes
moderately sloped terrain and fairly wooded cover. The hydraulic soils group for the parcel
was arrived at by delineating each soil type in CAD via information from New Hanover
County G.I.S. and assigning it a correct classification per TR-55.
The project has been delineated for stormwater management into three onsite and two offsite
drainage areas (See sheet C4.0A). Pond #1 is the northern most pond on the property(near the
proposed Home Depot site); this wet detention pond will store and treat the stormwater from
DA #1 and Offsite DA #1. Within DA#1 there are three out-parcels. One out parcel is the u. %nsZl .�
proposed Home Depot development; 2.67 acres of the Home Depot out parcel lies within DA ''tt �. Y {
#1 with 2.16 acres consisting of impervious surfaces. In addition are two other out parcels 9 ?0 ilP
(labeled Out Parcel A & B) for future development which have been accounted for in and #1 5 4-, or{ /}s 6
by assuming 90% BUA (1.24 acres of impervious). The three out parcels combined result in a
total of 148,103 sf of out parcel impervious area which is accounted for in Pond#1.

Pond #2, located near the southern property boundary, will store and treat the stormwater
from DA #2 and Offsite DA #2. Offsite DA #2 is currently non-existent but considered for
future development; 80% BUA within Offsite DA #2 has been accounted for in Pond #2 (7.82
acres of impervious). Pond #2 will also store and treat a portion of the Home Depot out parcel
(7.70 acres with 6.95 acres of impervious surfaces). There is no proposed development to occur
in DA#3,therefore it is not accounted for in the stormwater management system.
f
�' '� X� ,;_ r �?Arc 7._ z`
PROPOSED IMP 1 OVEMENTS/ STORMWATER 942
Both wet detention ponds have been designed to meet the New Hanover County Storm {Wad
��3 1yr
Management Ordinance and NCDENR's design requirements. Pond#1 will outlet through a
riser-barrel structure in to a proposed storm drain manhole tied to an existing 66" culvert
which currently serves as the existing pond outfall. The outlet structure has been designed to
hold back the first inch of runoff for the required 2-5 day drawdown and discharge the 25 year
storm event at a flow rate less than pre-development. The 100 year storm event will also
discharge through outlet structure since there is no means for an emergency spillway,but this
event is held within the pond while maintaining more than 0.5 feet of freeboard from the top of
bank.
Pond#2 will outlet through a riser-barrel structure to an existing stormwater drainage ditch
The outlet structure has been designed to hold back the first inch of runoff for the required 2-5
day drawdown and discharge the 25 year storm event at a flow rate less than pre-development.
The 100 year storm event will discharge through the principal and emergency spillways while
maintaining 0.5 feet of freeboard.
All design calculations can be found in the following pages of this report.

NEW HANOVER COUNTY SOILS MAP

TH CAROUNA -- SHEET NUMBER 25

USGS MAP

STORMWATER CALCULATIONS

Project Name: Village at Myrtle Grove
Client: Ziff I)
Project Number: 06130.PE IP\ �;1'1,.■,�yµl
6' N p 1 N C 6 q 1 N. I, '.
Prepared By: CWM N .
Date: 6/28/2006
Basin: DA #1 [POST] Drainage area= 6.04 acres = 0.009 mi2
Area Calculations
Land Use Area (Ac.) % of Basin
Pavement/ Buildings 3.08
Out Parcels (90% BUA) 1.24
Impervious (Total) = 4.32 71.5%
Open Space - Good 1.72 28.5%
Sum: 6.04 100%
Basin: DA#2 [POST] Drainage area= 32.23 acres = 0.050 mil
Area Calculations
Land Use Area (Ac.) % of Basin
Impervious (Total) = 24.45 75.90%0
Open Space - Good 7.78 24.1%
Sum: 32.23 100%

Basin: OFFSITE #1 [POST] Drainage area= 5.03 acres = 0.008 mi2
Area Calculations
Land Use Area (Ac.) % of Basin
Impervious (Total) = 3.60 71.6%
Open Space - Good 1.43 28.4%
Sum: 5.03 100%
Basin: OFFSITE #2 [POST] Drainage area= 9.78 acres = 0.015 mil
Area Calculations
Land Use Area (Ac.) % of Basin
Impervious (Total) = 7.82 80.0%
Open Space - Good 1.96 20.0%
Sum: 9.78 100%
Basin: DA#3 [POST] Drainage area= 2.42 acres = 0.004 mil
Area Calculations
Land Use Area (Ac.) 0/0 of Basin
Wooded - Fair 2.42 100.0%
Sum: 2.42 100%

Village at Myrtle Grove: Wet Detention Pond#1 Calculations
NC DENR Retention Requirements
Objective:design a wet detention basin with the following characteristics:a permanent water pool depth between 3-and
6-feet, a surface area that meets TSS removal requirements(values set by NC DENR and included here), a forebay that
is approximately 20%of the total pond volume, a temporary water pool sized to detain the initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length-to-width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post-Development Conditions
Total Drainage Area 11.07 ACRE Value from CAD
Impervious Drainage Area 7.92 ACRE Value from CAD
Impervious Cover 71.5% impervious Cover--(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface 14.0 FT Value selected by designer
Depth of Permanent Pool 7.0 FT Value selected by designer
Elevation of Wet Detention Pond Bottom 7.0 FT (Bottom Elevation)=(Permanent Pool Surface
Elevation)-(Depth of Permanent Pool)
Approximate Pond Length 226 FT Value from CAD
Approximate Pond Width 82 FT Value from CAD
Length:Width Ratio 3:1 Ratio=(Length)/(Width):1
Required SA/DA Ratio for 90%TSS Removal 2.98 Value from chart. Reference: "90% TSS
Removal
Required Permanent Pool Surface Area 14,357 SF Required Surface Area=(Required SA/DA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 15,694 SF Interpolated value from stage-storage
calculations
Step 2: Determine the 1-inch runoff elevation within the wet detention pond.
Runoff Coefficient, Rv 0.694 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1"Runoff Volume(Volume of Temporary 27 884 CF 1"Runoff Volume=1 inch*Rv*1 foot/12
Pool)
inch*(Total Drainage Area)
Value from stage-storage calculations
Volume Below Permanent Pool 55,013 CF (cumulative pond volume at permanent pool
elevation)
Total Volume to be Controlled 82,897 CF Total Volume to be Controlled=(Volume Below
Permanent Pool)+(1"Runoff Volume)
Storage Elevation at Required Volume 15.60 FT Value is interpolation based upon stage-storage
values. See stage-storage calculations
P:\Projects\zIFF Properties106130.PE Village at Myrtle Grove\Documents\Design Calculations\Hydro\Stormwater CalcslWET
POND#1

Step 3: Calculate the required forebay volume(18-22%of total pond volume)and compare to the forebay volume provided.
Total Pond Volume 55,013 CF Value from stage-storage calculations
Required Forebay Volume 11,003 CF Forebay Volume=(Total Pond Volume)*20%
Provided Forebay Volume 12,171 CF Value from stage-storage calculations
Provided Forebay Volume:Total Pond Volume 22% (Provided Forebay Volume)/(Total Pond
Volume)*100%
Step 4: Verify that time required to drawdown the 1-inch runoff volume is within 2 to 5 days.
Diameter of Proposed Low-flow Orifice 2.00 IN Value chosen by designer
Elevation of Outlet Structure 14.00 FT Value chosen by designer
(Total Elevation Head Above Orifice)=(Weir
Total Elevation Head Above Orifice 1.60 FT Elevation)-(Elevation of Permanent Pool
Surface)
(Average Elevation Head Above
Office)=((Storage Elevation at Required
Average Elevation Head Above Orifice 0.80 FT Volume)+(Elevation of Permanent Pool
Surface)J/2-(Storage Elevation at Required
Volume)
Cd,Coefficient of Discharge 0.60 Value chosen by designer
Q, Flowrate Through Low-flow Orifice 0.09 CFS Q=Cd*(Pi)*((Diameter of Orifice)*(1 ft/12
in)J^2/412*32.2*(Avenge Head)J^1/2
Drawdown Time for 1-inch Runoff 3.44 DAYS (Drawdown Time)=(1"Runoff Volume)/Q*(1
day/86400 seconds)
P:1Projects\ZIFF Properties106130.PE Village at Myrtle GrovelDocuments\Design Calculations\Hydro1Stormwater Calcs\WET
POND#1

Village at Myrtle Grove
Stage-Storage Calculations for Proposed Wet Detention Pond #1
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
Planted shelf 2'below Permanent Pool 6
Side Slope below planted shelf 3
incremental and cumulative storage of the wet detention pond per contour interval.
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour Incremental Volume, S
Contour Area (SF) Volume (CF) (CF)
14.0 15,694 0 I 0 I• Permanent Pool
15.0 17,776 16,735 16,735
16.0 19,588 18,682 35,417
17.0 21,455 20,522 55,939
18.0 23,380 22,418 78,356
19.0 25,361 24,371 102,727
20.0 27,399 26,380 129,107
21.0 29,493 28,446 157,553
22.0 31,644 30,569 188,121
23.0 33,851 32,748 220,869
P:\ProjectslZIFF Properties106130.PE Village at Myrtle GrovelDocumentslDesian
Calculations1Hydro\Stormwater Calcs\WET POND#1

Village at Myrtle Grove
Stage-Storage Calculations for Proposed Wet Detention Pond #1
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour Incremental Volume, S
Contour Area (SF) Volume (CF) (CF)
7.0 2,964 0 0 +-Pond Bottom
8.0 3,989 3,477 3,477
9.0 5,174 4,582 8,058
10.0 6,501 5,838 13,896
11.0 7,970 7,236 21,131
12.0 9,581 8,776 29,907
13.0 12,469 11,025 40,932
14.0 15,694 14,082 55,013 -Permanent Pool
15.0 17,776 16,735 71,748
15.6 18,844 10,986 82,734 -•Outlet Ely.
16.0 19,588 7,686 90,420
17.0 21,455 20,522 110,942
18.0 23,380 22,418 133,359
19.0 25,361 24,371 157,730
20.0 27,399 26,380 184,110
21.0 29,493 28,446 212,556
22.0 31,644 30,569 243,124
23.0 33,851 32,748 275,872
Forebay Only(20% of Total Pond)
Cumulative
Contour Incremental Volume, S
Contour Area (SF) Volume (CF) (CF)
7.0 184 0 0
8.0 475 330 330 +-Bottom Elev.
9.0 860 668 997
10.0 1,320 1,090 2,087
11.0 1,855 1,588 3,675
12.0 2,465 2,160 5,835
13.0 3,150 2,808 8,642
14.0 3,907 3,529 12,171 +-Forebay Volume
P:\Projects\ZIFF Properties106130.PE Village at Myrtle Grove\Documents\Design
Caicuiations\Hydro\Stormwater Calcs\WET POND#1

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday,Jun 28 2006,3:16 PM
Pond No. 2 - POND#1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(soft) Incr.Storage(cuft) Total storage(cuft)
0.00 7.00 2,964 0 0
1.00 8.00 3,989 3,477 3,477
2.00 9.00 5,174 4,582 8,058
3.00 10.00 6,501 5,838 13,896
4.00 11.00 7,990 7,246 21,141
5.00 12.00 9,581 8,786 29,927
6.00 13.00 12,469 11,025 40,952
7.00 14.00 15,694 14,082 55,033
8.00 15.00 17,776 16,735 71,768
9.00 16.00 19,588 18,682 90,450
10.00 17.00 21,455 20,522 110,972
11.00 18.00 23,380 22,418 133,389
12.00 19.00 25,361 24,371 157,760
13.00 20.00 27,399 26,380 184,140
14.00 21.00 29,493 28,446 212,586
15.00 22.00 31,644 30,569 243,154
16.00 23.00 33,851 32,748 275,902
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 0.00 0.00 Crest Len(ft) = 16.00 0.00 0.00 0.00
Span(In) - 24.00 2.00 0.00 0.00 Crest El.(ft) = 15.60 0.00 0.00 0.00
No.Barrels 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El.(ft) - 13.00 14.00 0.00 0.00 Weir Type = Riser -- -
Length(ft) = 92.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.80 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev. 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions,
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 7.00 0.00 0.00 --- - 0.00 ---
1.00 3,477 8.00 0.00 0.00 - -- 0.00 -- -- -- 0.00
2.00 8,058 9.00 0.00 0.00 -- - 0.00 - 0.00
3.00 13,896 10.00 0.00 0.00 -- - 0.00 -- __ ___ 0.00
4.00 21,141 11.00 0.00 0.00 - -- 0.00 - __ 0.00
5.00 29,927 12.00 0.00 0.00 - --- 0.00 ___ 0.00
6.00 40,952 13.00 0.00 0.00 - -- 0.00 __ - 0.00
7.00 55,033 14.00 0.00 0.00 -- - 0.00 _ - 0.00
8.00 71,768 15.00 0.00 0.10 -- - 0.00 - - - 0.001
9.00 90,450 16.00 13.50 0.15 13.48 - - 3.62
--- --
10.00 110,972 17.00 25.52 0.18 - - 25.51 _ - -- - 25. 9
11.00 133,389 18.00 29.95 0.21 --- --- 29.93 - - - 30.140. 4
12.00 157,760 19.00 33.73 0.23 --- - 33.70 - -
13.00 184,140 20.00 36.97 0.26 -- - 36.94 --- --- 37.20
14.00 212,586 21.00 39.93 0.28 - 39.90 - - - 37.2040.17
15.00 243,154 22.00 42.69 0.30 - --- 42.69 --- - - --" 9
16.00 275,902 23.00 45.28 0.31 - - 45.26 - - - 45. 7
-- --- 45.57

9UE
N G , I N C_
5 9 1 1 OLEANDER D RIVE , SUITE 2 0 1
W I L M I N G T O N , NC 28403 y�
9 1 0 - 7 9 1 - 6 7 0 7 ( it ) 9 1 0 - 7 9 1 - 6 7 66 0 ( IT )
LETTER OF TRANSMITTAL
To: NCDENR Date 01/21/09
127 Cardinal Drive Extension
Wilmington, NC 28403 Re: Myrtle Grove Village—Pond#2
NCDENR Permit Modification
Attn: Linda Lewis Project No. 06130.PE
IWe are sending:I ❑ Originals ❑Prints ❑Shop Drawings ® Calculations
The following items: ❑ Correspondence ❑ Plans ❑ Specifications ® Other as listed below
Quantity Date Dwg.No. Description
2 1/19/09 Wet Detention Basin Supplement
2 Wet Detention Pond#2 Calculations
1 1/19/09 Comment&Response Letter
RECV JM� J
4 2009
Issue Status: ®For Approval ❑As Requested ❑ Construction ❑Bid
❑For Your Use ❑ For Review and Comment El Approved as Noted ❑ See Remarks
'Action Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend&Resubmit
❑ Rejected-See Remarks ❑ Approved as Submitted ❑ Other
'Remarks:
RECEIVED
IVED
JAN 2 2 2009
BY:
Cc: Signed:
Robert P. Balland, P.E.

pARPI
_M_UUNT
E N MEEK I N G, I NI C_
January 19,2009
JAN 2 2 2009
BY:
Ms. Linda Lewis
NCDENR-Division of Water Quality
127 Cardinal Drive Ext.
Wilmington,NC 28403
RE: Myrtle Grove Village Phase II
Stormwater Application Review(No. SW8 060740 Mod)
Dear Ms. Lewis:
On behalf of Port City Limited Partnership,we are submitting a response to your letter,
dated January 16,2009,for further review and approval for the above referenced project.
The comments from your letter are listed below with our responses in bold.
1. The contour areas listed in the"Stage/Storage Above Permanent Pool" table do
not match up with the contour areas listed below it in the"Stage/Storage Total
Pond" table. Please correct the areas and revise the volumes.
• The contour areas have been reviewed and the calculations have been
corrected.
2. The contour area reported at elevation 17 in the Stage/Storage Total Pond table is
LESS than the contour area report at elevation 16.6. How is that possible?
• The contour area has been reviewed and the calculations have been
corrected.
3. Since no outlet has been provided at the specified 1" volume storage elevation of
17.6,the temporary pool elevation to report on the supplement must be the next
available outlet above the permanent pool,or 20.35. The temporary pool volume
provided to report on the supplement would then become the volume in the
pond between the permanent pool elevation and elevation 20.35. Please see the
attached drawing for explanation and revise the supplement accordingly.
• The temporary pool volume has been revised and the volume has been
updated on the supplement.
4. For projects permitted prior to July 1,2007,the average head is calculated as l the
distance from the temporary pool elevation of 20.35 to the centerline of the
5 9 1 1 OLEANDER D R I V E , S T E . 2 0 1 , W I L M I N G T D N , NC 28403
PH : ( 9 1 D ) 7 9 1 - R 7 ❑ 7 F A X : ( 9 1 D) 7 4 1 - 6 7 6 D

proposed 4" orifice,which results in an average head of 1.79 feet. The larger
driving head will increase the flow rate and reduce the drawdown time to less
than 2 days.
■ The average head was revised as stated below and the time to
drawdown the 1-inch volume is 2.11 days. This was calculated using an
elevation head between elevation 20.35 and elevation 16.6 or 3.75 feet.
The average driving head was then calculated as H/3 or 1.25 feet.
5. Please note that a revision to one number may have a domino effect on other
numbers,which may require revision of the applications,calculations,
supplements,plans, details,and associated documentation. Please verify all
numbers are correct to ensure consistency in the application documents.
■ The calculations and the Wet Detention Basin Supplement have been
revised based on the changes noted above.
Thank you for your attention to this matter. If you have any questions regarding any of this
information or require additional material,please feel free to call.
Sincerely,
Paramounte Engineering,Inc.
f31 _
Robert P. Balland,PE
5 9 1 1 OLEANDER D R I V E , 9 T E . 2 0 1 . W ) L M ) N G T O N . NC ? B 4 0 3
PH : (9 1 0) 7 9 1 - 6 7 0 7 F A X : ( 9 1 O) 79 1 - 6 7 6 0

Re: SW8 060740 Mod.Myrtle Grove Village
Subject: Re: SW8 060740 Mod. Myrtle Grove Village
From: Linda Lewis<[e-mail]>
Date: Tue, 20 Jan 2009 08:22:10 -0500
To: rballand<[e-mail]>
Robert:
I've attached a pdf that describes this situation. What you need to do is to drawdown
the 1" volume at the average driving head measured from 20.35 down to the centerline
of the orifice, OR, add an outlet in the outlet structure at 17.6 and using the same
method, drawdown the 1" volume at the average driving head measured from 17.6 to the
centerline of the orifice. New ponds designed today will use an average head of 1/3
the distance between the storage elevation and the centerline of the orifice however,
since this pond was previously permitted using 1/2 of the driving head, you have the
option of using either driving head.
The rules have always required only the 1" volume to drawdown in 2-5 days. It is
only within the last few years that more local government regulations have required
the State water quality ponds to act as flood control ponds and store additional
volume, so we started seeing ponds with temporary pool volumes well in excess of the
minimums calculated per the State. You have to assume that the pond will fill up
completely to the specified outlet elevation (20.35 in in this case) to size the
orifice.
You also have the option to create an outlet at 17.6, and recalculate the orifice
using the 1" volume, but under the smaller driving head.
Linda
rballand wrote:
Linda:
I have a question regarding comment #4 . If I increase the temporary
pool from El. 17 . 60 to El . 20 .35, the time to drawdown the pond is
7 .52
Days. I agree that when you increase the driving head, the flow rate
through the low flow orifice will increase; however, the volume from
El.
17 . 60 to El. 20 .35 is greater than four times the design volume.
Therefore, the drawdown time is much greater.
Did the rules prior to July 1, 2007 state the time to drawdown the
temporary volume or in our case the 1-inch volume, should occur
between
2-5 days? If we have to add the increased volume, we will need to
add
another 4-inch orifice to control the volume. If I add another
orifice,
I then have issues meeting the 25 year pre vs. post. Also, if we add
another 4-inch orifice, the low volume storm events like the first
1-inch, will release more water and not meet the intent of the first
flush.
Regards,
Robert P. Balland, P.E. , LEED AP
1 of 2 1/20/2009 8:42 AM

Re:SW8 060740 Mod.Myrtle Grove Village
PARAMOUNTE ENGINEERING, INC.
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
910-791-6707 (P)
910-791-6760 (F)
910-619-1186 (M)
[e-mail]
www.paramounte-eng.com
Original Message
From: Linda Lewis [mailto: linda. [e-mail]] Sent: Friday,
January 16, 2009 5 :21 PM
To: rballand
Subject: SW8 060740 Mod. Myrtle Grove Village
Robert :
My review comments are attached.
Linda
Content-Type: application/pdf
Average Head & Drawdown Calculation.pdf
Content-Encoding: base64
2 of 2 1/20/2009 8:42 AM

o�, GoF W 4 rERP Beverly Eaves Perdue,Governor
Dee Freeman,Secretary
rNorth Carolina Department of Environment and Natural Resources
l7 < Coleen H.Sullins,Director
Division of Water Quality
January 16, 2009
Timothy J. Walter, Vice President
701 East Bay, Inc. General Partner
Port City Limited.Partnership
201 N. Front Street, Suite 314
Wilmington, NC 28401
Subject: Request for Additional Information
Stormwater Project No. SW8 060740 Mod.
Myrtle Grove Village Shopping Center
New Hanover County
Dear Mr. Walter:
The Wilmington Regional Office received a modified State Stormwater Management Permit
Application for Myrtle Grove Village Shopping Center on December 12, 2008. A preliminary
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. The contour areas listed in the "Stage/Storage Above Permanent Pool" table do
not match up with the contour areas listed below it in the "Stage/Storage Total
Pond" table. Please correct the areas and revise the volumes.
2. The contour area reported at elevation 17 in the Stage/Storage Total Pond table is
LESS than the contour area reported at elevation 16.6. How is that possible?
3. Since no outlet has been provided at the specified 1" volume storage elevation of
17.6, the temporary pool elevation to report on the supplement must be the next
available outlet above the permanent pool, or 20.35. The temporary pool volume
provided to report on the supplement would then become the volume in the pond
between the permanent pool elevation and elevation 20.35. Please see the
attached drawing for explanation and revise the supplement accordingly. •
4. For projects permitted prior to July 1, 2007, the average head is calculated as % of
the distance from the temporary pool elevation of 20.35 to the centerline of the
proposed 4" orifice, which results in an average head of 1.79 feet. The larger
driving head will increase the flowrate and reduce the drawdown time to less than
2 days.
5. Please note that a revision to one number may have a domino effect on other
numbers, which may require revision of the applications, calculations,
supplements, plans, details, and associated documentation. Please verify all
numbers are correct to ensure consistency in the application documents.
Mailing Address Phone[phone] Internet: www.ncwatereualitv.org N�n Carolina
127 Cardinal Drive Extension Fax [phone] Customer Service 1-877-623-6748 Naturally
Wilmington,NC 28405
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper

Mr. Walter
January 16, 2009
Stormwater Application No. SW8 060740 Mod.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to February
16, 2009, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement,action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at Linda.lewisAncmail.net.
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:\WQS\STORMWATER\ADDINFO\20091060740mod.jan09
CC: Robert Balland, P.E., Paramounte Engineering
Linda Lewis
Page 2 of 2

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SW8 060740 Mod.Myrtle Grove Village
Subject: SW8 060740 Mod. Myrtle Grove Village
From: Linda Lewis<[e-mail]>
Date: Fri, 16 Jan 2009 17:20:53 -0500
To: Robert Balland<[e-mail]>
Robert:
My review comments are attached.
Linda
Content-Type: application/msword
060740mod.jan09.doc
Content-Encoding: base64
1 of 1 1/16/2009 5:27 PM

PARAMOUNTE
51014°
E N G I NJ E E R I N G , I NI C,
5 9 1 1 OLEANDER DRIVE , SUITE 2 0 1
W I L M I N G T O N , NC 28403
9 1. 0 - 7 9 .1 - 6 7 0 7 ( 0 ) 9 1 0 - 7 9 1 - 6 7 6 0 ( F )
LETTER OF T R A N S M I T T A L
To: NCDENR Date 112/11/08
127 Cardinal Drive Extension
Wilmington, NC 28403 Re: Myrtle Grove Village— Pond#2
NCDENR Permit Modification
Attn: Linda Lewis Project No. 106130.PE
IWe are sending:l ❑Originals i1 Prints ❑Shop Drawings ®Calculations
'The following items( ❑Correspondence ® Plans
❑ Specifications ®Other as listed below
Quantity Date Dwg.No. Description
2 12/10/08 C4.0A,C8.4 Plans(Final Design-Not Released For Construction)
1 Required Items Checklist
2 12/10/08 Stormwater Management Permit Application(1 Original,1 Copy)
1 Wet Detention Basin Supplement
1 12/10/08 I Wet Detention Basin O&M Agreement
1 12/10/08 Stormwater Narrative&Calculations
1 12/9/08 Check#59658 for application fee($505.00)
II—ssue Status. ®For Approval ❑As Requested q ❑Construction ❑Bid
❑Fol.Your Use ❑For Review and Comment ❑Approved as Noted
❑See Remarks
(Action Taken4 ❑ No Exceptions Taken El Make Corrections Noted ❑ Amend&Resubmit
❑ Rejected-See Remarks ❑ Approved as Submitted ❑ Other
!Remarks:I
It-EC-EWE°
DEC 172U
PWQ
-
Cc: Signed:
obert P. Balland, P.E

PARAMOUNTE
� k/
e\ '
E NJG I NIE E R I NIG . I N G. Off✓
5 9 1 1 OLEANDER DRIVE , SUITE 2 0 1 LIJ
W I L M I N G T O N , NC 28403
9 1 0 - 7 9 1 - 6 7 0 7 ( 0 ) 4 1 0 - 7 9 1 - 6 7 6 0 ( 1 )
LETTER OF TRANSMITTAL
To: NCDENR Date 12/11/08
127 Cardinal Drive Extension
Wilmington, NC 28403 Re: Myrtle Grove Village— Pond#2
NCDENR Permit Modification
Attn:. Linda Lewis Project No. 06130.PE
'"a are sen.'...m. ❑ Originals ®Prints ❑Shop Drawings ®Calculations
The following items: ❑ Correspondence ® Plans ❑ Specifications ® Other as listed below
Quantity Date Dwg.No. Description
2 12/10/08 C4.0A,C8.4 Plans(Final Design-Not Released For Construction)
1 Required Items Checklist
2 12/10/08 Stormwater Management Permit Application(1 Original,1 Copy)
1 Wet Detention Basin Supplement
1 12/10/08 Wet Detention Basin O&M Agreement
1 12/10/08 Stormwater Narrative&Calculations
1 12/9/08 Check#59658 for application fee($505.00)
Issue Status: ®For Approval ❑As Requested ❑Construction ❑Bid
❑For Your Use ❑For Review and Comment ❑Approved as Noted ❑ See Remarks
&ct1on Taken: ❑ No Exceptions Taken El Make Corrections Noted ❑ Amend&Resubmit
❑ Rejected-See Remarks ❑ Approved as Submitted ❑ Other
[Remarks4
Cc: Signed: ,ram,
obert P. Balland, P.E.

Re:Myrtle Grove Village SW8 060740
Subject: Re: Myrtle Grove Village SW8 060740
From: Linda Lewis <[e-mail]>
Date: Tue, 02 Dec 2008 18:36:43 -0500
To: rballand<[e-mail]>
Robert:
You'll have to come in and explain this to me or someone on staff. The drainage area
map in the file is confusing- it appears to show only 2 outparcels, A & B, as being
within the drainage area of either pond. I can't tell from the DA map that either of
the labeled "offsite" areas is draining to either of the ponds. As long as you can
demonstrate how the drainage from the offsite area will be intercepted and routed
around the pond, then you may submit this as a minor modification. I assume that you
will be removing the offsite drainage area from the application as well as the
offsite BUA allocated to it?
The rules indicate that only increases in BUA or increases in the size of the
stormwater control may be subject to review under the new design criteria. You don't
appear to be proposing either, but the drainage area reduction and elevation changes
will require new pond design calculations to demonstrate that sufficient surface area
and volume are available and that the orifice draws the pond down in 2-5 days.
Minor modifications should be submitted on the new forms. You simply need to cross
out what isn't applicable. Please remember that this is a modification and as such,
all of the previously permitting and unchanged information for Pond 1 will need to be
included on the application as well as the revised information for Pond 2.
You'll need 2 copies of the revised DA map, showing the unchanged DA for Pond 1 and
the reduced DA for Pond 2, 2 copies of the revised detail sheet showing the new
elevations for Pond 2, and 2 copies of the revised grading plan.
Linda
rballand wrote:
Linda:
I need to modify the subject stormwater permit for the following
reasons :
* Remove future impervious area, off-site #2 from this permit.
This will *reduce* the impervious area by 7 . 82 acres or
340, 639sf.
* Modify the permanent pool elevation from elev. 15. 0 to 16. 6 and
all other elevations accordingly.
Since this pond was designed for the 1-inch storm, will this
modification change that requirement? Also, if the 1-inch storm is
adequate, can we use the existing form for the modification? What is
the fee for standard review?
1 of 2 12/3/2008 5:35 PM

Re:Myrtle Grove Village SW8 060740
p
Regards,
Robert P. Balland, P.E. , LEED AP
**PARAMOUNTE ENGINEERING, INC. **
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
910-791-6707 (P)
910-791-6760 (F)
910-619-1186 (M)
[e-mail] <mailto:rballand@paramounte-eng.c"- -
www.paramounte-eng.com <http: //www.paramounte-eng.com>
2 of 2 12/3/2008 5:35 PM

Myrtle Grove Village SW8 060740
Subject: Myrtle Grove Village SW8 060740
From: "rballand" <[e-mail]>
Date: Mon, 1 Dec 2008 15:48:20 -0500
To: "Linda Lewis" <[e-mail]>
Linda:
I need to modify the subject stormwater permit for the following reasons:
• Remove future impervious area, off-site#2 from this permit. This will reduce the impervious area by 7.82
acres or 340,639sf.
• Modify the permanent pool elevation from elev. 15.0 to 16.6 and all other elevations accordingly.
Since this pond was designed for the 1-inch storm, will this modification change that requirement? Also, if the
1-inch storm is adequate_ can we use the existing form for the modification? What is the fee for standard review?
Regards,
Robert P. Balland, P.E., LEED AP
PARAMOUNTE ENGINEERING, INC.
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
910-791-6707(P)
910-791-6760 (F)
910-619-1186 (M)
rballandaparamounte-enq.com
www.paramounte-enq.com
1 of 1 12/2/2008 6:09 PM

pritvRAM_,..) k_.) C121k
'P6
E N G 1 N E E R 1 N G , 1 N C. aP
5 9 1 1 OLEANDER DRIVE , SUITE 2 0 1 042I�WILMINGTON , NC 28403
9 1 0 - 7 9 1 - 6 7 0 7 ( 0 ) 9 1 0 - 7 9 1 - 6 7 6 0 ( F )
LETTER OF TRANSMITTAL
To: NCDENR Date 10/20/08
127 Cardinal Drive Extension
Wilmington, NC 28403 Re: Myrtle Grove Village
Final Storm Water Certification
SW8 060740MOD
Attn: Chris Baker Project No. 06130.PE
We are sending: El Originals El Prints El Shop Drawings ❑Calculations
The following items: ❑ Correspondence ❑ Plans ❑ Specifications ® Other as listed below
Quantity Date Dwg.No. Description
1 9/22/08 Final Storm Water Certification(SW8 060740MOD)
Issue Status: 0 For Approval El As Requested El Construction ❑Bid
❑For Your Use ❑For Review and Comment ❑Approved as Noted El See Remarks
[Action Taken: El No Exceptions Taken El Make Corrections Noted El Amend&Resubmit
❑ Rejected-See Remarks El Approved as Submitted El Other
7-
iRemarks / al.I2 goo
8
cc Signed: C a-L.—L. .. -
Gretchen Merix, E.I.