SW8000120_Historical File_20000418

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Division of Water Quality
Mr. Jabe V. Hardee, General Partner
Cameron Company Limited Partnership
1201 Glen Meade Road
Wilmington, NC 28401
Dear Mr. Hardee:
■
IL
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 18, 2000
Subject: Permit No. SW8 000120
Shipyard Commons Business Park
High Density Subdivision Stormwater Project
New Hanover County
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Shipyard
Commons Business Park on April 17, 2000. 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 PermitNo. SW8 000120, dated April 18, 2000, for the construction of the project, Shipyard Commons
Business Park.
This permit shall be effective from the date of issuance until April 18, 2010, 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].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/:arl S:1WQSISTORMWATIPERMIT1000120.APR
cc: David Hollis, P.E.
Tony Roberts, New Hanover County Inspections
Beth Easley, New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

State Stormwater Management Systems
Permit No. SW8 000120
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
Cameron Company Limited Partnership
Shipyard Commons Business Park
New Hanover County
FOR THE
construction, operation and maintenance of a 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 April 18, 2010 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
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 on page
3 of this permit, the Project Data Sheet. The subdivision is permitted for 16 lots, each allowed 8 1 % of the
individual lot area as built -upon area.
3. The permittee must specify the built -upon area for each lot in the deed, in square feet, prior to selling the
lot, and must amend the covenants and restrictions to include this specific square footage with each sale.
4. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
101

State Stormwater Management Systems
Permit No. SW8 000120
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of Receiving Stream / Index #:
Classification of Water Body:
If Class SA, chloride sampling results
Design Storm:
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Drainage Area, acres:
Total Impervious Surfaces, ft2:
16 lots at 8 1 % of the Lot Area ft2:
Roads/Parking, ft2
Sidewalks, ft2
Offsite Area entering Pond, ft2:
Required Surface Area, ft2:
Provided Surface Area, ft2:
Required Storage Volume, W:
Provided Storage Volume, W:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Shipyard Commons Business Park
SW8 000120
New Hanover County
Mr. Jabe V. Hardee, General Partner
Cameron Company Limited Partnership
1201 Glen Meade Road
Wilmington, NC 28401
April 17, 2000
Hewlett's Creek / (CFR 18-87-26)
"SA"
22.5 ppm
III
7.5
38.5
47.3
1,629,790
1,372,140
220,150
37,500
None, per Engineer
56,765
67,700
130,819
134,858
40.2
4"4) pipe
3

State Stormwater Management Systems
Permit No. SW8 000120
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. The following items will require a modification to the permit:
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 subdivision, acquisition, or sale of the project area. The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
4. The Director may determine that other revisions to the project should require a modification to the permit
5. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements ofthe 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.
6. The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built -upon surface.
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. Decorative spray fountains will not be allowed in the stormwater treatment system.
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. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the
guidelines -established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
12. Prior to transfer of the permit, the pond must be inspected by DWQ personnel, and determined to 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.
4

State Stormwater Management Systems
Permit No. SW8 000120
13. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions 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 outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
14. Records of maintenance activities must be kept and made available upon request to authorized personnel
of D WQ. The records will indicate the date, activity, name of person performing the work and what actions
were taken.
15. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon area per lot to the
amount as shown on the Project Data Sheet, per Section I, Part 2. The recorded statements must follow the
form:
a. "The maximum built -upon area per lot is --_*_square feet. 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."
* As-previousN re uired the ermittee will fill in this blank with the s uare oota a based on 81
of the lot area as follows:
Lot 2 79,741 Lot 6A
74,448 Lot 9 40,223 Lot 13 153,132
Lot 3 85,386 Lot 6B
59,629 Lot 10 40,223 Lot 14 70,567
Lot 4 82,564 Lot 7
60,688 Lot 11 47,280 Lot 15A 45,869
Lot 5 64,216 Lot 8
45,163 Lot 12 348,602 Lot 15B 67,039
b. "The covenants pertaining to stormwater regulations may not be changed or deleted without
concurrence of the State."
C. "Alteration of the drainage as
shown on the approved plan may not take place without the
concurrence of the State."
d. "All runoff 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 naturally drain into the
system are not required to provide these measures."
16. 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 bear the signature of the Permittee, the
deed book number and page, and stamp/signature of the Register of Deeds.
41

State Stormwater Management Systems
Permit No. SW8 000120
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. 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.
19. 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.
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is 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 accompanied by appropriate documentation from the parties involved, such as a copy of
the deed of trust. Other supporting materials, such as a signed Operation and Maintenance plan in the case
of engineered systems, will also be required. 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. 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.
3. 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.
4. 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.
5. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and rcissuance or termination does not stay any permit condition.
6. Permittee grants permission to staff of the DWQ to access the property for the purposes of inspecting the
stormwater facilities during normal business hours.
7. The permittee shall notify the Division of any mailing address changes within 30 days.
Permit issued this the 18th day of April, 2000.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT -COMMISSION
yp-�-A -4 a--,4� 'k a :d [ "-7
Kerr T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 000120
0

State Stormwater Management Systems
Permit No. SW8 000120
Shipyard Commons Business Park
Stormwater Permit No. SW8 000120
New Hanover County
Designer's Certification
Page 1 of 2
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
VJ

State Stormwater Management Systems
Permit No. SW8 000120
Certification Requirements:
Page 2 of 2
J. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains to the system.
4. The outletibypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
M The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, a forebay, and the vegetated
filter.
14. The overall dimensions of the system, as shown on the approved plans, are provided.
cc: NCDENR-DWQ Regional Office
Tony Roberts, New Hanover County Building Inspector
0

Date Received Fee Paid Permit Number
— U
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
TJzis for,u i,za y be pJzotocopied for use as an original
I. GENERAL INFORMATION
name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
-JCJ62 V. l--kcR.�Q. -PhL14-Kat✓
3. Mailing Address for person listed in item 2 above:
I Z OL G.AetA-
City: we t M 1 V 'r'+ rVM State: Zip: Zg 4'® t
Telephone Number: ( B y=) ) -76D2 - ecoZ co
4. Project Name (subdivision, facility, or establishment -name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
r-L I�LJ9:; UVCL CCrV I^1-4:r -S -3 J-SI Vt.�2SS Pa.A--
5. Location of Project (street address):
C«'vw-u ca P 5 � cct r6L `c 1rt_Gla- f�
City: CAJ I I M I VLF, 4=-V% County: P C� ertCa.yC�CT�t/
u
6. Directions to project (from nearest major intersection):
Zcri. a'e CLs
7. Latitude: :�©r 2r Longitude: '7 ? o '-W of project
8. Contact personwhocan answer questions about the project:
JC Name: &42- Telephone Number: lO ) `7CoZ-2�►7�Q
IL PERMIT INFORMATION: /
1. Specify whether project is (check one): V New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the.. '
existing permit number and its issue date (if known)
3. Specify the type of project (check one): - w
vm
Low Density v High Density Redevelop General Permit __Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major Sedimentation/Erosion Contro] ____404/401 Permit _NPDES Stormy; ;ter
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
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 .
..�.... ate• .Le .. �� .[ L / n r
2. Stormwater runoff from this. project drains to the �74—�kVS CV*e-L-V- River basin.
3. Total Project Area:, 46, JS _acres 4. Project Built Upon Area:_ /o
5. How many drainage areas does the project have?
6. 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.
gasz:iramagerea
a Fla
Receiving Stream Name.
(,, eA.U(�� +�.
Receiving Stream Class
Drainage Area
l3CAeelS
Existing Impervious* Area
I JA
Proposed Im ervious*Area
':57, S qxwvo,5
Impervious* Area (total)
"70170
ervtousurface Area : -
:_
Drtunage Area 1
Drg Area 2
On -site Buildings
On -site Streets
On -site Parking
On -site Sidewalks0
O, QLtJ� 5
--
Other on -site
N�
Off -site
N PIN
Total: 375
Total:
impervious area is aejinea as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? CO-K.S+Vl.&-r--�—t, QK
—�
L cA-s C 7 6t wL t Aez(. 4f e>I -'�'70 L-vv-av s .
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed 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.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number !OWA C CO ESC) as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. Y ; mor.7 than _:, 8 C / v_ square fee: of any lot shall be covered by stnictures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the -permitted amount requires a state storm water management pernfit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater magagement permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 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 includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
e
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
• One copy of the applicable Supplement Form(s) for each BMP `
• Permit application processing fee of $420 (payable to NCDENR) LDS A
• Detailed narrative description of stormwater treatment/management T__> (-{
• Two copies of plans and specifications, including:
- 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, please complete this section. 1 1 D42S Lat, Setrut c 2S t .PA
Designated agent (individual or firm): C>aXA.CL (S. -S r �E ti P Ls
Mailing Address: C� W rA (,1ic-t
City:_ (� t- ( M t K--q +CrVL State:' � � . _ Zip: 4
Phone: (�to ) 5-4'5* _ r aCL02 Fax: ( CNn ) 543 55 4A
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) ")CL6te V . 1-G+,
certify that the information included 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 protectivd covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H!I�000. I
Date: d 1 - 14' . 00
Form SWU-101 Version 3.99 Page 4 of 4

Permit No. .560 8 00 CY 20
(to be provided by DWQ)
State of North Carolina
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 an application form, a wet detention basin'
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: 'S 'L.t PtAo—VOL CoYWrVLQn9 1' UZL Kg2 SS qv (,L,
v
Contact Person: ,J GQIo"a) \% . 40L.Lrae-G Phone Number: (5 O) 7&Z�'24oZ Co
For projects with multiple basins, specify which basin this worksheet applies to: MC-\
elevations
Basin Bottom Elevation ft.
Permanent Pool Elevation 3g.�J ft.
Temporary Pool Elevation o, z. ft.
areas
Permanent Pool Surface Area 60'1 &i00 sq. ft.
Drainage Area 4Z • 3 ac.
Impervious Area '�51 -5 ac.
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
190,030 cu. ft.
1'3 g50 cu. ft.
cu. ft.
2.�
4 in.
i in.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw -down required)
(minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
1 When using the Division SAMA 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.
Z In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. 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, February 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
_05 111 a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
14 b. The forebay volume is approximately equal to-20% of the basin volume.
r>'s H c. The temporary pool controls runoff from the design storm event.
V5 H 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
calculations)
47S H f. The basin length to width ratio is greater than 3:1.
QQ &4 g. The basin side slopes above the permanent pool are no steeper than 3:1.
IDS 1-1 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool. elevation is specified.
US j. A trash rack or similar device is provided for both the overflow and orifice.
pL 4'r D5y k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
'DSW 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
r
in. 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) 0 does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 0 does not incorporate pretreatment other than a forebay.
Farm SW[.1-102 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, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet 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.
When the permanent pool depth reads 5. G feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 5. CO feet in the forebay; the sediment shall be removed.
Sediment
Bottom
El. 3Z_ 9 I75
.on 31.0--`T�-- �
FOREBAY
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool ElevationrJ�
Sediment Removal Elevation ✓2•9
----------------------------------
Bottom Elevation '31.0
MAIN POND
75%
25%
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay beam.
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.
Form SWU-102 Rev 3.99 Page 3 of 4

r
'I. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
charges to the system or responsible party.
Print name: _ JCa.6 g V. 04UrCt eg
Title: Gedl�vU 'Rs tKCLV �9rNl s.c�.e L4 Mt�ieoL�
Address: 20l (2-(eoi (Y�QaOL�71CDCLd— tit ( m tt
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, -e.gecc I V U).
a Notary Public for the State of )Nn K+� l✓(,l.l'AKa
County of , do hereby certify that be— flardk'e—
personally appeared before me this �` day of J(-1IA Q I Q SLOr and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
Q���CCA Af
M....
®TAdz
,Q� �-
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yo�ZR CCv ,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Wage 4 of 4

Ir MEMO LETTER
HANOVER DESIGN SERVICES, P.A.
[phone]
319 WALNUT ST.
V'JUAINGTON, NC 28401
DATE
SUBJECT
o
S U-) 0 co
SIGNED
7 Please reply 7 No reply necessary
LS

0
1pr-17-00 07:30A Hanover Design Savv 910 343 9941 P.01
►,rR. �y. crnan tt• iem,i r#-i)L �d w1Ku NO.419 P.1
State of North Carolina
�� i■ Deparomeat of Environment and Natural Resources
Division of Water Quality
WHmingmn Regional Office
James B. IRWIt, Governor Bill Holman, Secretary
FAAX COVER KMT
Date: APPH 146 2000
To: David Hollis, P.E.
Company: Hanover Design Services
FAX #: 343A941
DWQ Stormwater Project #SW8 000120
Project Name: Shipyard Commons
MESSAGE:
No. d Paso: i
From: Linda Le`wit
Water Quality Section • Stormwater
FAX #: 910-3W2004
Phone #: [phone] z�q
�e
0
i am reviewing this project with the objective of issuW4 a permit soon. Based on your letter received
on March 22, 2000,1 U derstard what is happodag with &e Clare Bridge pond mwff. The only
thing I don't understand is why the City -required large storm event aveMow elevation is set at 41.1.
which is .15, BELOW the WMpWWy storage pool in the Clare Bridge pond. Please raise the overflow
pipe invert at structure 31 to at least 41.251.
S:\WQS\STORMWAl (UTTERS\000120.APR
127 Cwftal Drive 6xw n2lW Wilon*Rwn. NC 2MS•3845 TeW6p (910) 39539W FAX (910) 35&2004
Az ftal OppOMILity Aframenve e4taaa Employer

* * * COMMUNICATION RESULT REPORT ( APR.14.2000 12:13PM )
P. 1
FILE MODE OPTION
419 MEMORY TX
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
9-3439941
TTI NCDENR WIRO
ULT PAGE
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
it %nington Regional Office
dames B. Vint, Governor
FAX COVER SHEET
Date: AprR 14, 2000
T®: David Hollis, P.E.
Company: Hanover Design Services
FAX #: [phone]
DWQ Stormwater Project #SWS 000120
Project Name: Shipyard Commons
MESSAGE.,
P. 1/1
Bill Holman, secretary
No. of Pages: 1
From: Linda Lewis
Water Quality See on -
FAX #: �350�
Phone 9109
I am reviewing the project with the objective of issuing a permit soon. Based on your letter received
on March 22, 2000, I understand what is happening with the Clare Bridge pond runoff The only
thing I don't understand is why the City required large storm event overflow elevation is set at 41.1,
which is .15' BELOW the temporary storage pool in the Clare Bridge pond. Please raise the overflow
pipe invert at structure 31 to at least. 41.25'.

State of North Carolina
Department of Environment and Natural Resources
James B. Hunt, Governor
Division of Water Quality
Wilmington Regional Office
Bill Holman, Secretary
FAX COVER SHEET
Date: April 14, 2000
To: David Hollis, P.E.
Company: Hanover Design Services
FAX #: [phone]
DWQ Stormwater Project #SW8 000120
Project Name: Shipyard Commons
MESSAGE:
No. of Pages: 1
From: Linda Lewis
Water Quality Section - Stormwater
FAX #: [phone]
Phone #: [phone]
I am reviewing this project with the objective of issuing a permit soon. Based on your letter received
on March 22, 2000, I understand what is happening with the Clare Bridge pond runoff. The only
thing I don't understand is why the City -required large storm event overflow elevation is set at 41.1,
which is .15' BELOW the temporary storage pool in the Clare Bridge pond. Please raise the overflow
pipe invert at structure 31 to at least 41.25'.
S:\WQS\STORMWAnLETTERS\000120.APR
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
March 20, 2000
Ms. Linda Lewis, Environmental Engineer
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Shipyard Commons Business Park, SW8 000120
Dear Linda:
In response to your faxed request for clarification on the above project, attached please find Xeroxed
portions of plan sheets, highlighted as follows:
❑ New structures 12 and 14 are clearly labeled in "boxes" (storm structure symbol) on Sheet 7 - the
items you are pointing to on the fax are the symbols for lot corners / iron rods.
❑ As shown on the next Xerox from Clare Bridge, Sheet 2, the pond outlet structure drains to an
existing 24"pipe, which was put in to accommodate the required lane addition in Independence.
There was an emergency overflow ditch required by the City from the existing curb inlet in
Converse (now called Inlet 31). This ditch is to be filled.
❑ As shown on the profile on Sheet 2 of the Shipyard plans, the City is having us connect Inlet 31 to
our system, but at a higher elevation - for large event relief (over your first 1 "of runoff).
Regardless, this connection only affects the southern portion of Converse Drive. As per the Clare
Bridge plans, all runoff from the Clare Bridge site enters the Clare Bridge pond separately ....and
thence bypasses our new pond, as follows:
❑ From the outlet structure through the 18" outlet pipe
❑ To a new Junction MH 13, connecting the 18" to the existing 24"
❑ Then down the existing 24" to a new Inlet 12 built over the existing pipe which only drains
Independence - negligible impervious from new construction.
❑ Then past new Inlet 10 (draining Independence) to a new Junction 14 at the extensions of the
existing 24" and the twin 54"s from the west - offsite.
❑ Then to the large new Junction Box 16, and thence crossing Shipyard south through the
existing 54"s.
The drainage from the southern portion of Converse has been accounted for twice - in the Clare Bridge
pond and the Shipyard Commons pond. All other systems are separate.
As always, if you have any questions or comments, please feel free to call me. Thanks for your
consideration in this matter.
Sincerely,
er
Vas u-�-�s �vi►�
David S. Hollis, PE, PLS����
attachments
xc: Mr. Jabe Hardee, Cameron Properties Limited Partnership
—Ta—cc-�S .
319 Walnut Street Wilmington, NC 28401 [phone]

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CONSULTING
CHEMISTS
Environmental Chemists, Inc.
6602 Windmill Way • Wilmington, North Carolina 28405
[phone] (Lab) • [phone] (Fax)
[e-mail]
NCDFNIt: DWQ CISFU ICATE #94, DLS CERTIFICATE 4B7729
Customer:
HANOVER DESIGN SERVICES Date of Report:
319 Walnut Street
Wilmington, NC 28401 Purchase Order #:
Date Sampled:
Sampled By:
WATF.R-
Report Number: 0-0776
REPORT OF ANALYSIS'
03/10/00 Report To: David Hollis
Client
Sample ED
Lab ID
Chlorides
Cr mg/L
Ditch off Robert Lee
01995
22.5
II,
Reviewed b`t - and approved for release to the client.

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IMPORTANT NOTICE
North Carolina Division of Water Quality (DWQ) is strictly enforcing EPA regulations for sample collection
and preservation.
Client Must Provide the Following Information
1. SAMPLE IDENTIFICATION (Container Associated with requested testing)
2. SAWLE TYPE (Composite, Grab, Water, Soil, etc.)
3. DATE COLLECTED
4. TDAE COLLECTED
5. SAMPLE COLLECTOR
6. PRESERVATION (Including Temperature and pH )
Temperature _Samples MUST be refrigerated or received on ice between
2 and 6° C. Samples received within two (2) hours of collection must show a downward trend.
Therefore, please record temperature at collection: in space provided on collection sheet.
,gH : A two (2).hour limit to chemically preserve samples by pH adjustment is allowed, except for
metals samples reported to the Groundwater Section which must be acidified at the time of collection.
DECHLORINATION INSTRUCTIONS
CAUTION: DO NOT Mix thiosulfate with acid in bottle before collecting sample as a
violent reaction will occur.
Dechlorinatim Samples that Require Acid Preservation
1. Add 4-5 granules of thiosulfate to a bottle with no acid preservative
( unpreserved BOD/TSS bottle).
2. After mixing to disslove the thiosulfate, pour half of the sample into a bottle containing acid as a
preservative ( AmmoniatT
3. Then completely fill both bottles with fresh sample.
The Laboratory will verify and document the above requested information.
ref. NCAC 2H.0805 (a) (2) (NA
" At anytime a labamtory.receives samples which do not meet sample collection, holding time, or preservation
requirements, the laboratory must notify the sample collector or client and secure another sample if possible. If
another sample cannot be secured, the original sample may be analyzed, but the results repotted must be
qualified with the nature of the infracticn(s). And the laboratory must notify the State Laboratory about the
infiaction(s). The notification must include a statement indicating corrective actions taken to prevent the
problem for future samples.
ref. NCAC 2H.0805 (a) Q ffl. "

* * * COMMUNICATION RESULT REPORT ( MAR.16.2000 10:53AM )
P. 1
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
------------------ ------------------------------------ ----------------------------------------------
384 MEMORY T5, 9-3439941 OK P. 2/2
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North. Carolina,
Department of Environment and Natural Resources
Division of wager Quality
Wilmington regional Office
James B . Hunt, Governor
FAX COVER SMET
Date: March 169 2000
To: Mr. David Hollis, P.E.
Company: Hanover Design Services
FAX #: [phone]
DWQ Stormwater Project #SWS 000120
Project Name: Shipyard Commons
MESSAGE:
Bill Holman, Secretary
NO. of Pages:.k 2. '4f�
From: Linda Lewis
Water Qus►W Section - Stormwater
FAX #: [phone]
Phone #: [phone]
Please provide more detail of exactly how the runofffrom Clare Bridge bypasses the proposed pond.
The plan sheets do not provide sufficient detail to verify. Structures 12 and 14 are not labeled. Are
there 2 pipes =der the road, one Which picks up the runoff from the catch basins, and another which
directs the Clare Bridge =oif to the existing 24" RCP along Independence? Please make it clear
on sheet 7 ofthe plans how this is going to work. It would be very hclpful to provide specific details
of the structures for that area.

State of North Carolina
Department of Environment and Natural Resources
James B. Hunt, Governor
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Date: March 16, 2000
To: Mr. David Hollis, P.E.
Company: Hanover Design Services
FAX #: [phone]
DWQ Stormwater Project #SW8 000120
Project Name: Shipyard Commons
Bill Holman, Secretary
No. of Pages:. 2
From: Linda Lewis ia'�
Water Quality Section - Stormwater
FAX #: [phone]
Phone #: [phone]
Please provide more detail of exactly how the runoff from Clare Bridge bypasses the proposed pond.
The plan sheets do not provide sufficient detail to verify. Structures 12 and 14 are not labeled. Are
there 2 pipes under the road, one which picks up the runoff from the catch basins, and another which
directs the Clare Bridge runoff to the existing 24" RCP along Independence? Please make it clear
on sheet 7 of the plans how this is going to work. It would be very helpful to provide specific details
of the structures for that area.
S:\WQS\STORMWAT\ADDINFO\000120.MAR
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

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MEMO LETTER
HANOVER DESIGN SERVICES, P.A.
(910) 343-WM
319 WALNUT ST.
MLMNGTON, NC 28401
S
go
Please reply E No reply necessary tom$ �__I Lz--�utQ nLtLs

Hanover Design ,Services, P.A.
Land Surveyors, Engineers, Land Planners
I vA. I I 1 8, 2000
Ms. Linda Lewis, Environmental Engineer
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Shipyard Commons Business Park, SW8 000120
Dear Linda:
E C E I V E
MAR 10 2DU0
D E M
PROD #
In response to your request for additional information on the above project, let me
try to clarify area itemization, and address your comments as follows:
1. 1 added a note that there are no regulated wetlands on -site.
2. The runoff from Lot 1 will not drain to this pond. The permitted Clare Bridge
pond drains to Structures 13, 12 and 14, bypassing this facility. The City
required that we add the pipe from Inlet 31 as a large event alternate route for
their road only. This will only drain the south portion of Converse in these
events and has been accounted for in the calculations. Runoff from Lot 1 does
not enter this pipe.
3. 1 have revised the calculation to limit future lots to 81 % impervious, as follows:
❑ There are 48.93 acres in the project, outside property lines, excluding Lot 1.
❑ 47.3 acres drain to the pond. This number will be used only for routing, not for
your permitting (1.6 acres drain offsite along the rear of Lots 3-6A, and small
portions of 11 and 15A).
❑ There are 7.3 acres in rights of way or City access and utilities easements
(driveways), with corresponding 6.0 acres of impervious, and 2.9 acres for the
pond, see tabulations.
❑ 48.9-7.3-2.9 = 38.7 acres in Lots. We are proposing 31.5 acres maximum
impervious area in the lots themselves, or 81 %.
4. See No.3 above.
5. See No.3 above.
319 Walnut Street Wilmington, NC 28401 [phone]

C
6. Property lines go to the right of way line of Public City roadways. Although
technically property lines go to the centerline of driveway easements for City
legal purposes, I have removed driveway easement area from the total lot area
and included it with public rights of way. We can have our deed restrictions
specifically identify maximum impervious calculations as outside common
driveway and utilities easements for clarification. The 38.7 acres gross lot area
excludes driveway easement areas.
7. 1 revised the road names to comply with the approved Preliminary Plan, as
requested.
8. 1 added the legend on the cover sheet to Sheet 9 as requested.
9. We are taking a chlorides test at the appropriate location this week. I will
provide you the results as soon as I get them.
As always, if you have any questions or comments, please feel free to call me.
Thanks for your consideration in this matter.
Sincerely,
David S. Hollis, PE, PLS
attachments
xc: Mr. Jabe Hardee, Cameron Properties Limited Partnership

STORMWATEF �EMpi o Z000
R D
D E M
PROJ #
HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
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HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
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State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Division of Water Quality
February 18, 2000
Mr. Jabe V. Hardee, General Partner
Cameron Company Limited Partnership
1201 Glen Meade Road
Wilmington, NC 28401
try
AM
NCDENR
NORTH CAROUNA DEPARTMENT OF
FWRONMEN-r AND NATURAL Reno Rces
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 000120
Shipyard Commons Business Park
New Hanover County
Dear Mr. Hardee:
The Wilmington Regional Office received a Stormwater Management Permit Application for Shipyard
Commons Business Park on January 19, 2000. 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 wetlands note provided is not sufficient. Please delineate all wetlands on site, or note on
the plans that none exist. If wetlands exist, please prominently delineate them and place a
symbol in the plan's legend.
2. It appears from the plans that the runoff from the pond on Lot 1, Clare Bridge, will drain into
this pond. Unless this runoff can be rerouted around the proposed pond, please account for the
71,800 square feet of BUA for Clare Bridge in the drainage area to the pond, which includes
19,800 square feet of Converse Road ((Drive). Please revise the design calculations, application
and supplements, as needed. The increase in drainage area and impervious area results in a
deficient pond volume at elevation 40.2.
3. The calculations indicate that each lot will be limited to 85% of the lot area as impervious, but
page 3 .of the application shows only 80%. Which is it?
4. Is the total area inside the property lines 48.9 or 47.3 acres? The application says 47.3, but the
calculations use 48.9 in places.
The calculation of area in the Iots is simply the total area within the property boundaries minus
the area of the onsite rights -of -way, driveways and pond. The total area for the lots would then
be 47.3(or 48.9) - 7.3- 2.97 = 37.03 (or 38.63) acres. The lot area must include all of the on -site
areas that the engineer indicates don't drain to the pond. The proposed built -upon area for each
lot will be based on either 80% or 85% of the total lot area, therefore, you can't exclude apart
of the lot's area from the calculation just because it does not drain to the pond. For example,
areas 14 and 15 on the drainage area map appear to be part of the property area of Lots 11,15A
and 15B, and should be included. The offsite DOT areas, which are not inside the property
boundaries of the Business Park, do not affect the actual lot area inside the property, and should,
be excluded.
127 Cardinal Dr. Ezt, Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

Mr. Hardee
February 18, 2000
Stormwater Project No. SW8 000120
----------------------------------------------
6. Will property lines go to the center of the road? It appears as if the water lines are also labeled
as the property lines. Please clearly show and label the property lines for each lot. (See item 8
below)
7. The road details are labeled with different names than the plans. While the first names are right,
the last, such as Pickard Road on the plans and Pickard Place on the detail, are different.
Please provide a complete legend on the plans that shows all the various symbols used on the
combination site grading, sediment control and water quality plan (sheet 9 of 13).
9. Please provide the results of a chlorides test taken at a point in the receiving stream that is
outside of an imaginary arc drawn at least % mile downstream from the proposed outlet of the
pond, after at least 3 days without rain. While past projects in this area have been permitted,
each new project requires a new test.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to March 18, 2000, 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 of 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].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINF01000120.FEB
cc: Linda Lewis
David Hollis, P.E.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

ST JRMWA T RR and DRAINAGE CALCULATIONS
for
SHIPYARD COMMONS
PREPARED FOR
STORMWATER
Cameron Properties Limited Partnership
1201 Glen Meade Road
Wilmington, NC 28401
910-762-2676
D E C E I V E
JAN 19 2000
PROJ #
00120
David S. Hollis, PE,PLS
l l -18-S
Hanover Design Services, PA
319 Walnut Street
Wilmington, ]OTC 28401
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HANOVER SERVICES, P,A.
319 WALNUT Gl iEET
WILMINGTON NC k8401
Shipyard Commons Wet detention / retention pond
Additional Calculation Summary for NCDENR / DWQ :
WATER QUALITY CONSiDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 37.5 acres
TOTAL AREA DRAINING TO POND = 47.3 acres
47.3 acres total - 37.5 acres impervious = 9.8 acre green area
SA REQUIRED: 37.5 X 0.98 + 9.8 x 0.20 / 47.3 = 0.82, or 82%
At 7.5' depth, 90% TSS removal, from chart - SA/DA factor = 2.9
47.3 x 0.01 x 2.9 = 59,750 sf SA REQUIRED
At Elev. = 38.5 = 67,700 sf SA PROVIDED
J. q%
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Contralling _Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P) = 1 "
(Pj) = 0.9
(Rv) = 0.05 + 0.9(37.5/47.3) _0.764
(A) = 47.3
R= [(1)(0.764)/12](47.3) = 3.01 acre-feet
= 131,100 cf REQUIRED STORAGE
At Elev. = 40.2 = 134,850 cf PROVIDED STORAGE
DRAWDOWN: .
Average head from storage elevation to orifice -
40.2-38.5/2 = 0.9'
4" PVC drain to draw -down pond:
Orifice equation: Q = CA(2gh) -1 /2
Q = 0.6(.087)(64.4 X 0.9)"1/2
= 0.399 cfs
T = 338,290 sec. = 4 days OKAY
FOREBAY REQUIREMENTS - �00� CAROL j•'••,
Approximate capacity = 190,000 X 20% = 38,000 cf ��•'��0�; �fSsj®� N4 •�
Provided capacity = 38,000 cf f4�SE AL ''le
20007
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WILMINGTON NI.,
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4
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10
15
H - Heed in feet
-
8
Ce - Entrance loss coefficient
D - Diameter of pipe in fact
s12
n- Manning s roughness- coefficient
L - Length of culvert in fait
rj
O - Design discharge rate in-cfs
4
FHWA
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n =0.012
NOMOQWH K
BRIDGE DIVISION HYDRAULIC MANUAL
12-85
4 - 39

HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, -ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
1=--4 I �e-
2I� CC) (Y-\rn 0k)li
u-) cn .---�
Uq = 4-7acvim.a 0v,.r). = 0,074 sq.cnl .
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HANOVER DESI%! SF.
61
319 WALNUrg bF
WILMINGTON NO 264ju?
Table 2-2a--I%unoff curve numbers for urban areasl
Curve numbers for
Cover description hydrologic soil group—
Average percent
Cover type and hydrologic condition impervious areal A B C D
Fully developed urba7t areas (vegetation. established)
Open space (lawns, parks, golf courses, cemeteries,
etc.)3: -
Poor condition (grass cover < .50%) ..............
68
79
86
89
Fair condition (glass cover 50% to 75%)...........
Good condition (grass cover > 75%)
49
39
69
f9
84
..............
G1
74
80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) ..........................
Streets and toads:
98
98
98
98
Paved; curbs and storm sewers (excluding
right -of --way) ..................................
98
98
98
98
Paved; open ditches (including right-of-way) .......
83
89
92
93
Gravel (including right-of-way) ...................
76
85
zip
91
Dirt (including right-of-way) .....................
72
82
87
S9
Western -desert urban areas:
Natural desert landscaping (pervious areas only)"...
P g P Y
63
77
85
88
Artificial desert landscaping (impervious weed
barrier; desert shrub with 1- to 2-inch sand
or gravel mulch and basin borders). ........
96
96
96
96
Urban districts:
Commercial and business .......................... 85
89
92
94
95
• Industrial .................. :............ ...:r.... 72
81
88
91
93
Residential districts by average lot size:
1/8 acre or less (town houses) ...................... 65
77
85
90
92
1/4 acre. ......... ....... _ .................... 38
6.1
75
&3
87
113 acre ......................................... 30
57
72
81
$ti
1/2 acre - - ....................... ...... 'L5
54
70
80
851
acre ................... 20
51
63
79
84
2 acres .................... ..................... 12
46
65
77
82
Developing ttrbart areas
Newly graded areas (pervious areas only,
no vegetation)-5 ...................................
77
36
91
94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c)-
'Avenge runoff condition. and 1, = 0.2S.
Mie average percent impervious area shown %tas Used to develop the compo.ile CN's. Other assumption.
:use a., fullti%vs: impervious areas
are directly c-onnectecl to Uie th:tinage ,Yltem- impervious :u eas have a CN of %4. aid pervious
:ueas :o-e considered eyui.:dent to apPn
.pace in good hVdt•tdogic condition. CN's fur other cumbinations of conditions m:tv he computed using ftgur-c 2-3 or -_'-4.
'CY., shown are equivalent to Uw.e of pasture. Compo.,ke CWs may be computed fur other
cYtndeination. of open =pace
corer t�•pe.
. 'Cuntposile CN'for nattn:d desert Luul.�caping should be computed using figures 2-:1 or 24 bass:d
= `Nand the pervious area C N. The pervious area CN's are a atnted equivaleit to de.erl sli•uth
`Compo.ite
on the impervious area
in purr hydrologic condition-
percelita:e WN
CN'. to use fur the design of tempuntry me;L;tu•es during grading and c-tor.U•ttction
should
he computed using
figure 2.3
or '_' -I.
based ott the degree of development (impervious area percentage) and the CN'.,7 for the newh• graded
pet-•iuus at-eas-
(210-VI`I'R-55, Second Ed., .Jane 1986)) 2-5

NANOVEP DBIGN ISE RVICES, PA;
319 WP L1v;J'T S 4 l .EET
WILMINGTON NO 2MI
Table 2-2c.—itunoff curve numbers for other agricultural lands'
Curve nunrbe,N for
Cover description
hydrologic soil group —
Hydrologic
Cover type
condition
A
B C
p
Pasture, grassland, or range —continuous
Poor
68
79 86
89
fo,age for grazing.2
Fair
49
69 79
84
Good
39
61 74
80
Meadow —continuous grass, protected from
—
30
58 71
78
grazing and generally mowed for hay.
Brush -brush -weed -grass mixture with brush
Poor
48
67
77
&3
the major element.
Fair
35
56
70
77
Good
430
48
Ga
73
Woods —grass combination (orchard
Pour
73
82
81;
or tree farm).S
Fair
43
65
76
82
Good
32
58
72
79
wUUdS 6
Poor
! f
11
Fair _
Good
36
3�
43o
rio
73
70
-19
77
JJ
Farmsteads —buildings, lanes, driveways,
—
59
74
32
86
and surrounding lots.
'Average runoff condition, and I, = 02S.
P(mr. <5(f; ground corer or heavily glazed with no mulch.
1•i!ir. :A) to 7514 ground corer and nut heavily tcrized.
Good: >75% ground cover and lightly ur only oecasiumlllr gazed.
:'!'um: call r ground corer.
Fair.• aU to 7a% ground corer.
Good: ground corer.
'ACLU;d curve number is less than U. u..'e CN = :30 fur runoff computations.
•hu�tn were c-tnnputed for areas with .50% woods and -)U'7, J!la. (poasuu•e) corer. Other cmibinatiuns of conditions may be cumglui,•J
Il um the C.%"$ fill- tr14NIS and pastta c.
"1'uur: Fal-est litter. small trees. and brush are destrurcd bY hear• }!iaZin.V ur u-e);uL•a• hunting.
/•'rein- Woods are glar•.ed bill nut buu•ued. ;uttl some fuit•st lifter curt•rs the soil.
f:uod: woods are protected fnllll g1aZi,lg. ;old litter ;wd brush curer the soil.
(210-VI-TR-55, Second Ed., Atne 1986) 2-7

�S-� (T----:04
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HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
S
71�2n V1 Dc-T-'.)
1

HANOVER DESIGN SERVICES, PA
LAND_ SURVEYORS, ENGINEERS, LAND PLANNERS _
3-19-WALNUT_STREEt, WILMINGTON, NC-284O1
SHEET OF
40�4 ( t=� YAej>
ki 1 Or—) (,—,:)
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G39 - C34�
HANOVER DESIGN SERVICES, PA
LAND SURVEYORS,, ENGINEERS, LAND PLANNERS
319 WALNUT STREET.-,. WILMINGTONr NC 28401
SHEET ' OF
-.,
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vL
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Enter :.:1..: to
:. pimes,
:LOWRATE
DIAMETER
FRICTION SLOPE I I_
4 L...:._ 0 '...: 1
----------------------------------
3.70
,... . : )
7.60
113. GO
0.0120 0.45
4. _. ..
8.50
18.00
': 00.56
i.:' :. t ' .f. r_...
J•I• :, v .i
9.30
I,...4 . .. _
0.0120 0.14
2. 9,:..
09 5r4,tif_NUT G {' Q'EAVIGES, R.A.
7
WILMINGTON Wool
< S 1=f i ft > <P r •.. i:: _:> print 'r;tL' i> _p CE �;-'ce =��. beCk =e
,�ICTll4
.SEWER PIPES
Enter hp to
10 pipes.
Enter <Return> only for
flowrate
and diameter- to
end.
FLOWRATE
DIAMETER
FRICTION
R1-C-f ION
SLOPE
VELOCITY
QFS)
i:I1q)(FT
"'1l6)
t"/.!
(FPS)
.C.. 0
15.00
0.0120
-O. 14
2.12
3
1

U &D ryl trnv
SEWER PIPES
Enter up to 10 pipes.
Enter <Return> only for flowrate and diameter to end.
FLOWRATE
DIAMETER
FRICTION
SLOPE
(US)
(IN)
07^1/6)
(%)
--------------------------------
1.00
18.00
___________
0'0121)
0.01
1.00
15.00
0'0120
0.02
8.10
18.00
0.0;20
0.51
2.00
15.00
0.0120
O.08
16.20
18.00
0.0120
2.03
16.20
24.00
0.0120
0.44
16.70
24.00
0.0120
0.46
10.60
18.00
0.0120
0.87
11.90
24.00
0'0120
0.24
5.00
jB.00
0.0120
0~19
� VELOCITY
(FPS)
0.57
0.81
4.58
1.63
9.17
5.16
5.32
6.00
3.79
2.83
Enterup
to 10 pipes.
Enter <Return> only for
flowrate
and diameter
to end,
FLOWRATE
DIAMETER
FRICTION
SLOPE
VELOCITY
(CFS)
` (IN)
(FT^1/6)
(%)
(FPS)
5.50
18.00
0.0120
0.23
3.11
16.907'
24.00
0.0120
0.48
5.38
21.80
30.00
0.0120
0'24
, 4.44
30.20
36.00
0.0120
0.17
4.27
30.60
36.00
0.0fl0
0.18
4.33
10.10
18.00
0.020
0.79
5.72
10.10
24.00
0'0120
0.17
3.21
10.60
24.00
0'0120
0.19
3.37
11;50
24.00
0.0120
0.22
3.66
2020.34.00
0.0120
0.09
3
<Shift> <Prt Sc> print <Return> t
repea <Space Bar> back to menu
U

H4NIO��DE��m
E� '�e- uP
�r�er <Return>
to 10 pipe�
on]v fo flo*riLv
=;� ./io^'eter to
FLOWRATE
DIAMETER
end'
FRICT]OK,
SLOPE VELOCI7Y
`CFS)
(IN) (FT'1/6
(Y (FPS)
22.20
30.00 O.U120
--________
C.25 4.52
70.70
36.00 Z Q120
A �G 4.3Z.;
71.80
20
36.00
4,5�
77,30
36.00 1'Q/-'�
5.26
2.00
15.o0 0.0120
0.O8 1.63
9.70
24.00 0.0120
0.3.09
10.70
24.00 0.0120
0.19 3.41
7.90
18.00 0.0120
0,48 4.47
19.20
30.00 0.0120
10.19
3.91
SEWER PIPES
Enter up to
10 p1pes.
Ent -en <ReLurni'only
for
'
flowrate ano
diameter
to end,
F OW L RATE
-
DIAM�TER
FRICTION
SLOPE
-
.
VELOCITY
(CFS)
(IN)
(FT-1/6)
(%)___
(FPS)
26.40
24.00
.
040120
1 16
.
----
8 40
26.40
36.00
0.0120
0.1-
3^73
36.90
36.00
0.0120
- 8.80
18r00
0.0120
0.2'
5^22
0.6^
4^98
�50.80
42.00
0 0120
'
� ��
5^
72.40
4�.00
0 0120
^��
�
28
`�^
80.50
-
48.00
.
0.0120
o. 22
5.76
`
0.27
6^41
79.70
48.00
0.&120
0.��
6^34
85.20
48.00
0.0120
0.
6^7
83.90
48.00
0.0120
0.29
6^8
68
SEWER PIPES
Enter up to 10 pipes.
Enter <Return> only for flowrate and diameter to end.
FLOWRATE
DIAMETER
FRICTION
SLOPE
VELOCITY
_(CFS)________(IN)
____(FT^1/6)
(%)
(FPS)
12.30
18.00
-------------------
0.0120
12.30
24.00
0.0120
0 1.17
0.25
6.96
16.B0
24.00
0.0120
0.47
3^92
5^35

85% TSS REMOVAL
30 FOOT 'VEGETATED MTER REQUIRED
HANQVER DESIGN SERVICES, f^_r
Idi 9 WALNUT S i �EFI-
4AV!UVIINGTON NC 284+01
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
-6.5'
7.0'
7.5'-
RVIP %
10 %
.9
.8
.7
.6
.5
0
0
0
0
0
20 %
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40 %
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50 %
4.2
3.7
3.3-
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70 %
6.0
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.8
80 %
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90 %
7.5
6.5
5.8
5.3
4.8
14.3
1 3.8
3.3
2.8
1.3
100 %
L8.2
7.4
6-.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
90% `i`SS REMOVAL =
NO VEGETATED FMTER REQUIRED
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP %
10 %
1.3
1.0
:8
.7
.6
.5
.4
.3
.2
.1
20 %
2.4
-2.0
1.8 11.7.
1.5
1.4
1.2
1.0
.9-
6
30 %
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40 %
50 %
4.5
5.6
4.0
5.0
3.5
4.3
3.1
3.9
2.8
3.5
2.5
3.1
2.1
2.7
1.8
2.3
1.4
1.9
1.1
1.5
60 %
7.0
6.0
1 5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70 %
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80 %
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90 %
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9 -
_
3.3
100 %
12.0
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
Dote_ The required surface a= calculated from the tables is to be provided at the permanent pool elevation.
TOTAL P.02

OaNOVEQ DESMI SERVICES, PA.
GTREEi
NO k8401
r .... 4""80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY--******.****
JOB TR-20 FULLPRINT SUMMARY -
TITLE 001 SHIPYARD COMMONS, 10-YR, 50- AND 100-YR PRE -DEVELOPED CONDITION
TITLE 000 PRE-DEV, FILENAME 5833PRE1.TXT
6 RUNOFF 1 01 1 .074 60. .50 10 0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 01 0. 7.0 1.0 22 01 01
ENDCMP 1
7 COMPUT 7 01 01 0. 9.0 1.0 22 01 02
ENDCMP 1
7 COMPUT 7 01 01 0. 10.0 1.0 22 01 03
ENDCMP 1
ENDJOB 2
O**sass****arts**sass***********END OF 80-80
TR20 XEQ 11-16-99 09:12 SHIPYARD COMMONS, 10-YR, 50- AND 100-YR PRE -DEVELOPED CONDITION
JOB 1 PASS 1
REV PC 09/83(.2) PRE-DEV, FILENAME 5833PRE1.TXT PAGE 1
EXECUTIVE CONTROL OPERATION INCREM RECORD ID
+ MAIN TIME INCREMENT = .05 HOURS
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 1.
STARTING TIME .00 RAIN DEPTH = 7.00 .RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST.
COND = 2
ALTERNATE NO.= 1 STORM NO.= 1 MAIN TIME INCREMENT .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH = 1 _
AREA= .07 SQ MI INPUT RUNOFF CURVE= 60. TIME OF CONCENTRATION= .50 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= ..0476 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.22 99.12 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 1.86 WATERSHED INCHES, 88.60 CFS-HRS, 7.32 ACRE-FEET; BASEFLOW
.00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1, ADDED TO OUTPUT HYDROGRAPH FILE -
EXECUTIVE CONTROL OPERATION ENDCMP RECORD -ID
+ COMPUTATIONS COMPLETED FOR PASS 1
TR20 XEQ 11-16-99 09:12 SHIPYARD COMMONS, 10-YR, 50- AND 100-YR PRE -DEVELOPED CONDITION
JOB 1 PASS 2
REV PC 09/83(.2) PRE-DEV, FILENAME 5833PRE1.TXT PAGE 2
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 1
STARTING TIME = .00 RAIN DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST.
COND = 2
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .05 HOURS

OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH = 1
AREA= .07 SQ MI INPUT RUNOFF CURVE= 60. TIME OF CONCENTRATION= .50 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0476 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.21 160.01 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 3.02 WATERSHED INCHES, 144.42 CFS-HRS, 11.94 ACRE-FEET;
BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE --
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
TR20 XEQ 11-16-99 09:12 SHIPYARD COMMONS, 10-YR, 50- AND 100-YR PRE -DEVELOPED CONDITION
JOB 1 PASS 3
REV PC 09/83(.2) PRE-DEV, FILENAME 5833PRE1.TXT PAGE 3
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 1
STARTING TIME _ .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00 RAIN TABLE NO. 2 ANT. MOIST.
COND= 2
ALTERNATE NO.= 1 STORM NO. 3 MAIN TIME INCREMENT .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH = 1
AREA= .07 SQ MI INPUT RUNOFF CURVE= 60. TIME OF CONCENTRATION= .50 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0476 HOURS
PEAK TIMEMRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.20 192.17 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 3.66 WATERSHED INCHES, 174.60 CFS-HRS, 14.43 ACRE-FEET;
BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE --
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 3
EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID
1
TR20 XEQ 11-16-99 09:12 SHIPYARD COMMONS, 10-YR, 50- AND 100-YR PRE -DEVELOPED CONDITION
JOB 1 SUMMARY
REV PC 09/83(.2) PRE-DEV, FILENAME 5833PRE1.TXT
PAGE 4
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER
PERFORMED
(A STAR(") AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP
HYDROGRAPH
A QUESTION MARKR) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)

HANOVER DESY-IN SEW!"'CS, P.'1.
v4
d
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------- RUNOFF -------------------------
ID OPERATION_ AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME
RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 1 STORM 1
STRUCTURE 1 RUNOFF .07 2 2 .05 .0 7.00 24.00 1.86 -- 12.22 99.12 1339.5
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF .07 2 2 .05 .0 9.00 24.00 3.02 -- 12.21 160.01 2162.3
ALTERNATE 1 STORM 3
STRUCTURE 1 RUNOFF .07 2 2 .05 .0 10.00 24.00 3.66 --- 12.20 192.17 2596.9
1
TR20 XEQ 11-16-99 09:12 SHIPYARD COMMONS, 10-YR, 50- AND 100-YR PRE -DEVELOPED CONDITION
JOB 1 SUMMARY
REV PC 09/83(.2) PRE-DEV, FILENAME 5833PRE1.TXT PAGE 5
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID -(SQ MI) 1 2 3
0 STRUCTURE 1 .07
ALTERNATE 1 99.12 160.01 192.17
1 END OF 1 JOBS IN THIS RUN

;.iM1•,.i:'`.ir�C 7�i1�1r�liirC pAA,
.jaTON Ntr 28401
Table of Rational Coefficients
Following are ranges of rational coefficients. These ranges cover return periods of 2 to 10 years
and are based on Intensity -Duration -Frequency (IDF) methodology. See References (HEC No. 19,
1984)
Area "C" Values
Business
Downtown
0.70-0.95
Neighborhood
0.50-0.70
Residential
Single Family
0.30-0.50
Multiunit detached
0.40-0.60
Multiunit attached
0.60-0.75
Suburban resident
0.25-0.40
Apartment
0.50-0.70
Residential (1.2 acre
0.30-0.45
lots or more)
Industrial
Light
0.50-0.80
Heavy
0.60-0.90
Parks and Cemeteries
0.10-0.25
Playgrounds
0.20-0.40
Unimproved _
0.10-0.30
Pavement
Asphalt/Concrete
0.70-0.95
Brick
0.70-0.85
Drives and Walks
0.75-0.85
Lawns, Sandy soils
Flat, 2%
0.05-0.10
Average. 2-7 %
0.10-0.15
Steep, > 7%
0.15-0.20
Lawns, Heavy Soils -
Flat 2% -
0.13-0.17
Average, 2-7%
0.18-0.22
Steep > 7% _r
0.25-0.35
Railroad Yard
0.20-0.40
Roofs
0.70-0.95

sy
44 -S
to - 42'
HANOVER DESIGN SERVICES, PA
LAND SURVEYORS;. ENGINEERS, LAND PLANNERS'
319 WALNUT STREET, WLMINGTON- NC 284.01
SHEET OF
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HANOVER DESIGN SERVICES, PA
.LAND SURVEYORS, ENGINEERS, LAND. PLANNERS
319 WALNUT STREET, WILMINGTON, NC-2$401
SHEET
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120
600
108
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15
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12
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FHWA
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PRESSURE -TINE-_-
.4
W A H
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P = — \ .6
UNSUBMERGEO O LET r SUBMERGED OUTLET
�V 5 8
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p a•
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0 Ta 10
S
L- 20
EQUATION: H 2.5204I1•Ce) + 46nz 6.18 0 Z
D, Dies L ��lo�
L
H - Head in fast
Ce - Entrance loss coefficient
D - Diameter of pipe in fast
n - Manning's roughness coefficient
L - Length of culvert in feet
O • Design discharge rate in etc HANOVERDESIGN EF311I=P.A
319 WALNUT G-if ,EEr
WILMINGTON NO 28401
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012
NOMOGRAPH K
BRIDGE DIVISION HYDRAULIC MANUAL
4 - 39
12-85

HANOVER Pi RRINl fiE,4ii�r�.rc. •-.
319 WALNUT G r s EET
WILMINGTON Nip 28401
* * * * * * *-* •'`* `.. *"• "80-80 LIST OF INPUT DATA FOR. TR-20 HYDROLOGY...
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR BASIN ROUTING
TITLE 000 POST DEVELOPED Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
3 STRUCT 02
8
38.3
0.0
0.00
8
39.0
0.2
0.84
8
40.0
0.4
2.71
8
40.5
6.0
3.71
8
41.0
24.3
4.71
8
42.0
66.4
6.94
8
43.0
91.6
9.42
8
43.1
93.7
9.68
8
44.0
243.
12.0
9 ENDTBL
6 RUNOFF 1
01 1 .07
90. .33 1 0 01 0
6 RESVOR 2
021 2 38.5
1 1 01 0
ENDATA
7 INCREM 6
0.050
7 COMPUT 7
01 020.
7.0 1.0 22 01 01
ENDCMP 1
7 COMPUT 7
01 020.
9.0 1.0 22 01 02
ENDCMP 1
7 COMPUT 7
01 020.
10.0 1.0 22 01 03
ENDCMP 1
ENDJOB 2
0****aaaa***********************END OF80-SOLI$Taaaaata*aaaaaaaaaaaaaaaaaaaaaaaa
TR20 XEQ 11-17-99
10:.03
SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR BASIN ROUTING
PASS 1
-
REV PC 09183(.2)
POST DEVELOPED Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
PAGE 1
EXECUTIVE CONTROL OPERATION INCREM
+ MAIN TIME INCREMENT .05 HOURS
RECORD ID
JOB 1
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 2
STARTING TIME .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST-
COND = 2
ALTERNATE NO. = 1 STORM NO. = 1 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .07 SQ MI INPUT RUNOFF CURVE= 90. TIME OF CON CENTRATION= .33 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0440 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.09 256.30 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 4.78 WATERSHED INCHES, 215.84 CFS-HRS, 17.84 ACRE-FEET;
BASEFLOW = .00 CFS
-- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1, ADDED TO OUTPUT HYDROGRAPH FILE --
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH = 1 OUTPUT HYDROGRAPH = 2
SURFACE ELEVATION = 38.50
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.37 96.58 43.12

IaN!7?rG) �71n)Chi
319 VVALmu e 5TI'EFtf '
VVILMINGTON N6.201
TIME(HRS) FIRST HYDROGRAPH POINT =
.00 HOURS TIME INCREMENT = .05 HOURS DRAINAGE AREA =
.07 SQ.MI.
3.50
DISCHG
.00
.00
.00
.00 .00 .00
.00
.00
.00
.01
4.00
DISCHG
.01
.01
01
.01 _01 .01
_01
.01
.01
.01
4.50
DISCHG
.01
.02
.02
.02 .02 .02
.02
.02
.02
.02
5.00
DISCHG
.03
.03
.03
.03 .03 .03
.03
.04
.04
.04
5.50
DISCHG
.04
.04
.04
.05 .05 .05
.05
.05
.05
.06
6.00
DISCHG
.06
.06
.06
.06 .07 .07
.07
.07
.08
.08
6.50
DISCHG
.08
.08
.09
.09 .09 .09
.10
.10
.10
.11
7.00
DISCHG
.11
.11
.11
.12 .12 .12
.13
.13
.13
.14
7.50
DISCHG
.14
.14
.15
.15 .15 .16
.16
.16
.17
.17
8.00
DISCHG
.17
.18
.18
.18 .19 .19
.19
.20
.20
.20
8.50
DISCHG
.20
.21
.21
.21 .21 .22
.22
.22
.22
.23
9.00
DISCHG
.23
.23
.23
.24 .24 .24
.24
.25
.25
.25
9.50
DISCHG
.25
.26
.26
.26 .27 .27
.27
.28
.28
.28
10.00
DISCHG
.29
.29
.29
.30 .30 .30
.31
.31
.32
.32
10.50
DISCHG
.33
.33
.33
.34 .34 .35
.36
.36
.37
.37
11.00
DISCHG
.38
.39
.40
.61 1.03 1.45
1.88
2.32
2.77
3.23
11.50
DISCHG
3.71
4.23
4.84
5.65 8.31 12.61 17.76
23.99 32.04
42.16
12.00
DISCHG
54.35
67.27
74.88
81.89 87.50
91.40
93.27
96.30
96.01 93.44
12.50
DISCHG
92.53
91.27
89.54
87.66 85.68
83.66
81.60
79.55
77.50 75.46
13.00
DISCHG
73.44
71.44
69.49
67.57 65.10
61.78
58.66
55.72
52.95 50.35
TR20 XEQ
11-17-99
10:03
SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR
BASIN ROUTING JOB 1
PASS 1
REV PC 09/83(.2)
POST DEVELOPED Condition ULTIMATE BUILDOUT,
FILENAME 5833SWM1.txt
PAGE- 2
13.50
DISCHG
47.89
45.58
43.41
41.36 39.43
37.60
35.87
34.24
32.71 31.27
14.00
DISCHG
29.91
28.63
27.43
26.30 25.24
24.24
23.32
22.45
21.62 20.84
14.50
DISCHG
20.10
19.39
18.71
18.07 17.46
16.87
16.31
15.78
15.27 14.80
RUNOFF VOLUME ABOVE
BASEFLOW
= 3.66
WATERSHED INCHES, 165.17
CFS-HRS, 13.65
ACRE-FEET;
BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE
1, STORM
1, ADDED TO OUTPUT HYDROGRAPH FILE --
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 1
TR20 XEQ 11-17-99 10:03 SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR BASIN ROUTING JOB
1 PASS 2
REV PC 09/83(.2) POST DEVELOPED Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
PAGE 3
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 2
STARTING TIME = .00 RAIN DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST.
COND = 2
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA = .07 SQ MI INPUT RUNOFF CURVE = 90. TIME OF CONCENTRATION = .33 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0440 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.09 337.34 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 6.44 WATERSHED INCHES, 290.74 CFS-HRS, 24.03 ACRE-FEET;
BASEFLOW = .00 CFS
HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE --

PA
GTFLET
VIVILMINCTON N6 2MI
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION = 38.50
PEAK TIMEMRS)
PEAK DISCHARGE(CFS)
PEAK ELEVATIONIFEET)
12.27
197.60
43.73
TIME(HRS) FIRST HYDROGRAPH
POINT
.00 HOURS TIME INCREMENT
= .05 HOURS
DRAINAGE AREA =
.07 SQ.MI.
3.00
DISCHG
.00
.00
.00
.00 .01
.01
.01
.01
.01
.01
3.50
DISCHG
.01
.01
.01
.01 .01
.01
.02
.02
.02
.02
4.00
DISCHG
.02
.02
.02
.03 .03
.03
.03
.03
.03
.04
4.50
DISCHG
.04
.04
.04
.05 .05
.05
.05
.05
.06
.06
5.00
DISCHG
.06
.06
.07
.07 .07
.07
.08
.08
.08
.08
5.50
DISCHG
.09
.09
.09
.10 .10
.10
.10
.11
.11
.11
6.00
DISCHG
.12
.12
.12
.13 .13
.13
.14
.14
.15
.15
6.50
DISCHG
.15
.16
.16
.17 .17
.17
.18
.18
.19
.19
7.00
DISCHG
.20
.20
.20
.20 .21
.21
.21
.21
.22
.22
7.50
DISCHG
.22
.22
.22
.23 .23
.23
.23
.24
.24
.24
8.00
DISCHG
.24
.24
.25
.25 .25
.25
.26
.26
.26
.27
8.50
DISCHG
.27
.27
.27
.28 .28
.28
.29
.29
.30
.30
9.00
DISCHG
.30
.31
.31
.31 .32
.32
.32
.33
.33
.34
9.50
DISCHG
.34
.35
.35
.35 .36
.36
.37
.37
.38
.38
10.00
DISCHG
.39
.39
.40
.50 .76
1.03
1.29
1.56
1.83
2.10
10.50
DISCHG
2.39
2.67
2.97
3.27 3.58 3.91
4.25
4.60 4.95 5.33
11.00
DISCHG
5.71
6.35
7.62
8.88 .10.11 11.32 12.52 13.70
14.88 16.09
11.50
DISCHG
17.32
18.68
20.40
22.86 _
26.46
31.29
37.34
44.92
54.69 66.85
12.00
DISCHG
75.24
84.95
98.81
151.31
183.03
196.23
195.43
185.67 171.28 155.13
12.50
DISCHG
138.86
123.50
109.57 97.25
92.70
91.11
89.17
87.20 85.21 83.20
13.00
DISCHG
81.18
79.18
77.20
75.24
73.32
71.42
69.56
67.75
65.61 62.47
13.50
DISCHG
59.50
56.70
54.07
51.58
49.23
47.01
44.90
42.92
41.04 39.28
14.00
DISCHG
37.62
36.05
34.58
33.19
31.88
30.64
29.47
28.37
27.33 26.34
TR20 XEQ 11-17-99
10:03
SHIPYARD COMMONS Facility
10-, 50-, AND 100-YR BASIN ROUTING JOB 1
PASS 2
REV PC 09/83(.2)
POST DEVELOPED
Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
PAGE 4
14.50
DISCHG
25.39
24.50
23.67
22.88
22.13
21.40
20.71
20.05
19.43 18.85
RUNOFF VOLUME ABOVE BASEFLOW = 5.26 WATERSHED INCHES, 237.57 CFS-HRS, 19.63 ACRE-FEET;
BASEFLOW = .00 CFS
- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE -
EXECUTIVE CONTROL OPERATION ENDCMP - RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
TR20 XEQ 11-17-99 10:03 SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR BASIN ROUTING JOB 1
PASS 3
REV PC 09/83(.2) POST DEVELOPED Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
PAGE 5
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 2
STARTING TIME .00 RAIN DEPTH = 10.00 RAIN DURATION = 1.00 RAIN TABLE NO. = 2 ANT. MOIST.
COND = 2
ALTERNATE NO.= 1 STORM NO.= 3 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .07 SQ MI INPUT RUNOFF CURVE= 90. TIME OF CONCENTRATION= .33 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0440 HOURS

3 ti ,i J(iC�
WII-MINGTON Nm 34�J�
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.09 377.61 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 7.27 WATERSHED INCHES, 328.41 CFS-HRS, 27.14 ACRE-FEET;
BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE --
OPERATION RESVOR
STRUCTURE 2
INPUT HYDROGRAPH
=
1 OUTPUT HYDROGRAPH
= 2
SURFACE ELEVATION =
38.50
PEAK TIMEMRS)
PEAK
DISCHARGE(CFS)
PEAK ELEVATION(FEET)
12.26
238.11 43.97
TIME(HRS) FIRST HYDROGRAPH POINT
= .00 HOURS TIME INCREMENT = .05 HOURS DRAINAGE AREA =
.07 SQ.MI.
2.50
DISCHG
.00
.00
.00 .00 .00
.00
.00
.00
.01 .01
3.00
DISCHG
.01
.01
.01 .01 .01
.01
.01
.01
.01 .02
3.50
DISCHG
.02
.02
.02 .02 .02
.02
.03
.03
.03 .03
4.00
DISCHG
.03
.03
.04 .04 .04
.04
.04
.05
.05 .05
4.50
DISCHG
.05
.06
.06 .06 .07
.07
.07
.07
.08 .08
5.00
DISCHG
.08
.09
.09 .09 .10
.10
.10
.11
.11 .11
5.50
DISCHG
.12
.12
.12 .13 .13
.13
.14
.14
.14 .15
6.00
DISCHG
.15
.15
.16 .16 .17
.17
.18
.18
.19 .19
6.50
DISCHG
.19
.20
.20 .20 .21
.21
.21
.21
.22 .22
7.00.
DISCHG
.22
.22
.23 .23 .23
.23_
.24
.24
.24 .24
7.50
DISCHG
.25
.25
.25 .25 .26
.26
.26
.26
.27 .27
8.00
DISCHG
.27
.28
.28 .28 .28
.29
.29
.29
.30 .30
8.50
DISCHG
.30
.31
.31 .31 .32
.32
.33
.33
.33 .34
9.00
DISCHG
.34
.35
.35 .36 .36
.36
.37
.37
.38 .38
9.50
-DISCHG
.39
.39
.40 .53 .79
1.05
- 1-.31
1.58
1.83 2.09
10.00
DISCHG
2.34
2.59
2.84 3.09 3.33
- 3.58
_ 3.83 - 4.08 4.34 4.60
10.50 -..DISCHG
4.87
5.15
5.44 5.74 6.16
7.20
8:22 9.24 10.25 11.27
71.00
--DISCHG
12.29
13.30
14.31 15.32
16.34-
1.7.37-.18.40
19.43 20.49 21.59
11.50
DISCHG
22.75
24.05
25.83 28.49
32.41
37.67
44.31
52.67 63.49 72.43
12.00
DISCHG
81.93
92.66
151.80 200.87
228.92
237.98
232.71
218.44 199.79 179.76
12.50
DISCHG
160.06
141.73
125.27 110.82
98.34
92.86
91.37
89.50 87.60 85.66
13.00
DISCHG
83.71
81.75
79.81 77.89
75.99
74.11
72.27
70.46 68.69 66.95
13.50
DISCHG
64.30
61.33
58.54 55.90
53.40
51.03
48.79
46.67 44.67 42.78
1
TR20 XEQ
11-17-99
10:03
SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR
BASIN ROUTING JOB 1
PASS 3
REV PC_ 09183(.2)
POST DEVELOPED
Condition ULTIMATE BUILDOUT,
FILENAME 5833SWM1.txt
PAGE . 6
14.00
DISCHG
41.00
39.33
37.75 36.26
34.86
33.53
32.27
31.09 29.96 28.90
14.50
DISCHG
27.88
26.92
26.00 25.12
24.28
23.51
22.76
22.05 21.38 20.75
RUNOFF VOLUME ABOVE
BASEFLOW
= 6.06 WATERSHED
INCHES, 273.60 CFS-HRS, 22.61 ACRE-FEET;
BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE .-
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 3
EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID
1

HANOvER ?)E�!Gjv, ; CPv,'r
WILMIN ITI; 1\1 N!,_;'. ;f64r_)j
TRIO XEQ 11-17-99 10:03 SHIPYARD COMMONS Facility 10-, 50-,-AND 100-YR BASIN ROUTING
SUMMARY
REV PC 09/83(.2) POST DEVELOPED Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
PAGE 7 .
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER
PERFORMED
(A STAR(-) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP
HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ---------------------- RUNOFF ------------------------------------
ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME
RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 1 STORM 1
STRUCTURE 1 RUNOFF .07
STRUCTURE 2 RESVOR .07
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF .07
STRUCTURE 2_RESVOR .07
ALTERNATE 1 STORM 3
STRUCTURE 1 RUNOFF .07
STRUCTURE 2 RESVOR- .07
1
JOB 1
2 2 .05 .0 7.00 24.00 4.78 -- 12.09 256.30 3661.4
2 2 .05 .0 7.00 24.00 3.66 43.12 12.37 96.58 1379.8
2 2 .05 .0 9.00 24.00 6.44 --- 12.09 337.34 4819.1
2 2 .05 .0 9.00 24.00 5.2643.73 = 12.27 197.60 2822.9
2 2 .05 .0 10.00 24.00 7.27 --- 12.09 377.61 5394.5
2 2 .05 .0 10.00 24.00 6.06 43.97 12.26 238.11 3401.6
TR20 XEQ 11-17-99 10:0.3 SHIPYARD COMMONS Facility 10-, 50-, AND 100-YR BASIN ROUTING
SUMMARY
REV PC 09/83(.2) POST DEVELOPED Condition ULTIMATE BUILDOUT, FILENAME 5833SWM1.txt
PAGE 8
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA A STORM NUMBERS..........
ID (SQ MI) 1 2 3
0 STRUCTURE 2 _ .07
ALTERNATE 1 96.58 197.60 238.11
0 STRUCTURE 1 .07
ALTERNATE 1 256.30 337.34 377.61
1 END OF 1 JOBS IN THIS RUN
JOB 1

�ofp.mOD (2oryrnaOS
T=76f'.-ND
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AeD
HANOVER DESIGN SERVICES, PA
LAND SURVEYORS,. ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WLTAIN6mN, NC 28401
SHEET OF
10SI DE
g' _
owl
wy,
0�4 (1�b?pao -F.�0 oc\e-D
tQt: 57 S ,

12-08-99 12:22pm From-OLDCASTLE PRECAST
1
60LT POCKET & LOCATOR
6s" o —f
OPENING
FOR S4"0
RCP
(2 PLACES)
3366680857
1' X 10' PLATED COIL
ROD W/NUT & WASHER
2- 112' X 7 �1I-13CKOIJT
'- FOR. CLEARANCE ON 1' ROD
,,o-- 1' C❑IL INSERT
65"0 OPENING
FOR 48"0 RCP
(2 PLACES)
T-029 P.02/03 F-858
MYMS
1.
CONCRETEj C13MPRESSIVE =
STRERZT-H 40M PSI;
2,
REINFQRCING, ASTM A-615,
GRADE 60,
3.
BUTYI- RUBBER JOINT
SEALANT SS-S-00210,
4,
CONTRACTOR TA VERIFY
SIZE AND LOCATION OF
ALL OPENINGS,
68'0 OPENING
FOR 54"0 RCP
(2 PLACES)
INDEPENDANCE 11I1ULEV'ARD f
CITY OF WILI4 LNG ON
1 B' X Y S'* X 6' VAULT s
OI d castl e` I=r acost Fast, Inc. — Greensboro
AM MX 39985 rvccue m, Nc 2949 840 M. HPAIM VREET
C236NAS-2*4M • FAX Mfil56e-CUS7 • WATS tRMM-eLM
48" X 48'
ALLMINUM
HATCH
BOLT POCKET
& LOCATOR
(2 ,PLACES)
A
I gam.
40-0 OF EINfNG
FOR 36"0 RCP
- 8' X16'X6'
TOP SLAB
(2 PLACES)
1
HANOVER DESIGM GEF'd ES. P:�
319 WALNUT 8-i-REET
WILMINGTON NC 98401

12-06-9.9 12:22pm From-OLDCASTLE PRECAST
338888085.7 T-029 P. 08/03
68"o OPENING
FOR 54*0 Imp
(4 Fl—#r-ES)
65",0 OPENM
FOR 3B"rri RCP
7e
1 I 4445
48*0 OPENING
FOR 3500 RCP
SECTION B-B
INDEPENDANCE BOULEVARD
CITY OF WILMINGTON
16' x 16' x 6 1
Z/ ["w
V68"O OPENING
FOR 54"O RCP
(4 PLACU,me\
50 0 1 dcastl e" Precast f7ast, (nc. — Greensboro
ilia. WX 19365 aPZEMn=, KC 87*%l • 04411 V. MARKET STR=
0MG&B-FAK - FAX Ml3fid"857 WAYS CMUM-SM
I
HANOVR [LESION SEMCE,% pA
319 WALNUT G—i REET
WILMINGTON NC 284401

HANOVER DESIGN SERVICES, PA
LAND. SURVEYORS, ENGINEERS, LAND PLANNERS
31 9-ALNUT STREET, WILMINGTON, NC 28401
SHEET OF
) 'C
C,
ri rrvtn i+ro-as <;u rzscc.:.a- co-o 2s T i

I
HANOVER DESIGN SERVICES, P.A.
[phone]
319 WALNUT ST.
WILMMTON, NC 28401
v
h.
-/ 1 ... Ste! y , r
JAN t 9 20
DATE — t 4 . ©O
SUBJEq�5
OkKr,w
�i�>R%I_������►1'>�i�"Ti�iT���l�l� � •ice
SIGNED t �'p
Please reply No reply necessary ` `l s f 0 ` pu,,

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
January 14, 2000 S WATE� l a -
Ms. Linda Lewis, Environmental Engineer C E I V E
Department of Environment and Natural Resources D
Division of Water Quality JAN 19 2000
127 Cardinal Drive Extension
Wilmington, NC 28405-3845 D E M
PROJ #
Re: Shipyard Commons Business Park, New Stormwater Project
Dear Linda:
Enclosed please find four copies of the Plans for the construction of the streets
and utilities only, for the above project. My understanding is that, as each parcel is
developed, individual site plans must be approved by the City, and impervious
calculations will be provided to you (either directly by the City if under one acre,
or by your "Offsite Supplement" if over an acre). Also please find:
❑ A check for $420.00
❑ A signed Application and "Wet Basin Supplement" and one copy.
❑ 4 copies of the SW Calculations, including your sealed summary sheet
❑ 1 copy of the ESC narrative (FYI)
As always, if you have any questions or comments, please feel free to call me.
Thanks for your consideration in this matter.
Sincerely,
A
David S. Hollis, PE, PLS
attachments
xc: Mr. Jabe Hardee, Cameron Properties Limited Partnership
319 Walnut Street Wilmington, NC 28401 [phone]

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PEURCATION. 3 SF 37
�
:;ULATED WETLANDS
SF AS "
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'WWLY IN CONAINc TO BE NUZED w
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/ NOTE PRE—OONSTRl1CT10M EROSION CONTROL —
1. Obtain app val of Plan and any necsesary permits, and has a h
J / pre—oan.=U. conference prior to commencing any work. �0718
F•
Z. Oltch to be dherted temporarily with sandbags and excavation
I as necessary, OUT OF 54' CULVERT CONSTRUCTION AREA, and vsgstati-ly
stabihed. It may be necessary to reinforce vegetation with Jute mash S
I or other structural morns, prior to diverting flow Into new cha .
Culvert canatructlon shall be aaaamplIshed RRSf, using sit fanairg
3. ae necessary to prevent sedknent ham entering stream.
pnaset Junctim Box to be placed LAST, and pipes cannecled, 3
m—dhwdng law to constructed )mudon and through piped, h
O s. rufasbeen
adanaTD
trucU-. remainder oeoaian amtri misisaa d a
TEMPORARY DIVERSION SAS
o
P
�m lEA1PORARY DIVERSION BEE NEXT TEST _
50' 11RA/NAGE EASEMENT
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cA E 00 SWALK P/P7GOW74 239 F 15 1 IP OW OW fit cW zzu
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�e Plans.
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It
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o prevent
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:in this
rorted to
ration
g CONi1N000S CONCRETE COPING
3/4 FRAME & GRATE
7 FRAME AND GRATE
DEWEY BROS.No.CH-BN-3A
4' OR EQUAL
PRECAST
CON RC ETE �DD�Q�00��0�
CATCH � I
BASIN
01 :!j
g 8" 2'-V' 1 1i
4'-Or
REINFORCING
,ACTION VIEW /4 BARS A 17'0C EN PLAN MEW
CATCH BASIN DETAIL
NOTE: N,TB
PRECAST CONCRETE CATCH BASIN
-RFLOW
2"RCP
o!
a;
M
0 L20 aU.17%'lii
t
IT.
EXISTING SEWER CROSSING'
ADEQUATE CLEARANCE;
IE=37.5. VERIFY
NEW
ADEQJ
WATE `i
0-5
0
'oo
0'-3 3/4'
-= MRM SI WER SYSTEM �I
PIPE -and OfSl1MMP
smula'. TOP INK
# EL EL{
FROM POND:
_M 42.30 :40.1�1
PLAN

i�s�4,ea a9l"o

E..,
.ItA
f I ; �/' ! Aso i `` \\ I j ' \\/ a` /\ +JJ + _-<- / , ?� - —� .� .r.. ris a� \ ice- \ \ INIL IINGTON NC-
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R . �M. 4NO
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HANOVER DESIGN
3 L Url — 19WAN6VMff
0
Outlet . . . . . . . _W Do + 0.4L, 120 '17.
e pip
diameter (Do) [ I;.,
10
La J:
t'T
,;z TailwatCr 0. 5DO
80
.9'
70
HUMMM
11 I'l 111 NMI! 111" 1 LW111II!! 11 i i 1
F, IRA' I I
20
10 1111111111fW1111111111111 Y I I I A I I I
11111111111MIlilli 11 lilt tr
20'1
'T! 15
V
.I
J.-Jil
3 5 10 20 50 100 200 500
Discharge (ft 3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection fro V (mund pipe flowing full, maximum tailwater condition (Tw2: 0.5cliameter).
6C 50
U
8.06.4
11 1 VO-11
IRMINIMPAMMI, R ME fl M&A WA M f
1110
!F MUMMI
MAR OVA
MARK
41
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3
a 0
1000
Rev. 12M

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CO"HOAJS
MEOW
IV
ezrA P
D�
ONSITE AREAS, No Impervious a�
(NOT DRAINING TO POND) -- op
)v
14
0.5 acre
15
0.3 acre
Along rear PL
0.5 acre
''A Converse Rd
0.3 acre
SUBTOTAL
1 _6 acres
ONSITE TOTAL
48.9 acres
P.
LOT �
N/F OLEANDER COMPANY
N 8=--W
J88.70
CONVERSER�FD )A , � _
PA
J
a'
H.e1.
w
I
Lim' _
L
�O _
A
mw"
LOT 9
Hi-2�
W_ LOT 10 �, 1
0 1
c01° R-J5
wars ��
1
1
45
W.
46 [O,u LOT 8
m 'TF BU p Se
50 STA
3
tx�
1
ONSITE City of Wilmington
(DRAINS TO POND) -
17
3.2 acres
19
0.1 acre
20
1.3 acres
21
0.2 acre
22
0.2 acre
23
1.4 acres
24
0.2 acres
26
0.2 acre
27
2.0 acres
28
0.2 acre
29
0.1 acre
30
0.1 acre
31
1.0 acre
32
0.3 acre
33
2.4 acres
34
1.1 acres
36
0.2 acre
37
1.4 acres
38
0.4 acre
39
1.0 acre
E. P.
G
� 6
V3
M.T7
/r e
CD
CC
wM
® m
_ 10000
io
s �
PH I (130, R�W)
SHIPYARD COMMONS
DRAINAGE AREAS:
NCDOT (NOT TO POND) -
1 0.2 acre
2 0.2 acre
3 0.2 acre
4 0.3 acre
5 0.4 acre
6 0.2 acre
7 0.2 acre
8 0.2 acre
9 0.4 acre
SUBTOTAL 2.3 acres
tt4M
40
0.1 acre
41
0.1 acre
42
0.3 acre
43
2.3 acres
44
0.1 acre
45
2.3 acres
46
1.1 acres
47
0.4 acres
49
0.1 acre
50
0.1 acre
51
1.3 acres
52
0.1 acre
53
0.1 acre
54
2.5 acres
55
1.4 acres
56
2.6 acres
57
0.2 acre
58
0.2 acre
59
0.3 acre
60
1.8 acres
61
0.2 acre
62
0.2 acre
63
1.8 acres
64
1.8 acres
65
0.2 acre
66
1.8 acres
67
3.8 acres
68
2.8 acres
69
0.1 acre
70
0.2 acre
SUBTOTAL
47.3 acres
m
CURB INLET
15'RCF
INTO DITCH
LOTS 7
{6{T
m i
m ae. ,WAS
�� / B1U.BOAR\
N
CURB INLET
15'RCP
INTO DITCH
v/r
MGM