SW8060901_HISTORICAL FILE_20060921

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 Oto D 90 I
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
200Lo0g1.1
YYYYMMDD

Michael F Fade) Govunor
WdhamG RossJr Swretary
North Carolina DLPartinent of hnvironmtnt and Natural Resources
Alan W Klimek P E DUnctor
Division of Wau.r Quality
September 21, 2006
Mr Allen Jefferson Earp, Manager
Funston Land & Timber, LLC
1018 E Grandiflora Dr
Leland, NC 28451
Subject Stormwater Permit No. SW8 060901
Brunswick Forest Phase 6 - Section 1
High Density Project
Brunswick County
Dear Mr Earp
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Brunswick Forest Phase 6 — Section 1 on September 1, 2006 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 060901, dated
September 21, 2006 for the construction of the project, Brunswick Forest Phase 6 — Section 1
Permit No SW8 060901 shall be effective from the date of issuance until September 21, 2016,
and shall be subject to the conditions and limitations as specified therein Please note that 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 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 sixty (60) 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
Mary Jean Naugle, or me at [phone]
Sincerely
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/mjn S \WQS\STORMWATER\PERMIT\060901 sep06
cc David S Hollis, PE, PLS, Hanover Design Services, PA
Delaney Aycock, Brunswick County Inspections
Jeff Phillips, Brunswick County Engineering
Mary Jean Naugle - DENR
Wilmington Regional Office
Central Files
NorthCarolma
Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Ext,mion Wilmington NC 28405 Phone [phone]
Wilmington RLRronal Ofhu Internet N«u 1ewetutuahn urU Fax [phone]
An Equal OpportunitylAff rmauve Action Employer — 50% Recycied110% Post Consumer Paper
CustumLr SUvici,
1 877-623-6748

State Stormwater Management Systems
Permit No SW8 060901
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
Allen Jefferson Earp, Manager and Funston Land & 7rmber, LLC
Brunswick Forest Phase 6 —Section I
Town of Leland
Hwy l7, 2 4 miles south of intersection of US 74176
Brunswick County
I'OR 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 September 21, 2016 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
This stormwater system has been approved for the management of stormwater runoff as
described in Section 16 on page 3 of this permit The stormwater controls identified as
Pond 9 for the Sales Center and Pond 10 for the Wellness Center have been designed to
handle the runoff from 405,110 square feet and 240,000 square feet of built -upon area,
respectively The total impervious area is 645,100 square feet fhe tract development
will be limited to the amount of built -upon area
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit
All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements fhe final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans
The stormwater runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system
Page 2 of 8

State Stormwater Management Systems
Permit No SW8 060901
6 The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided
in the system at all times
Pond 9
Pond 10
Sales Center
Wellness Center
a
Drainage Area acres
144
126
Onsite, fr�
627,267
548,859
Offsite, ftz
None
None
b
Total Impervious Surfaces, ftz
405,110
240,000
Proposed
80,000
142,000
Other
-
72,000
Future
304,920
-
Contingency
20,190
26,000
c
Pond Depth, feet
7
7
d
TSS removal efficiency
90%
90 %
e
Design Storm, inches
1 0
1 0
f
Permanent Pool Elevation, FMSL
33 0
33 0
g
Permitted Surface Area @PP, ftZ
22,200
79,000
h
Permitted Storage Volume, ft3
51,625
273,725
i
J
k
I
in
n
0
Temporary Storage Elevation, FMSL 34 5
Controlling Orifice 2 0"0 pipe
Permitted Forebay Volume, ft3
Fountain Maximum, hp
Receiving Stream / River Basin
Stream Index Number
Classification of Water Body
II SCHEDULE OF COMPLIANCE
10,200
1/6
Piney Branch / Cape Fear
CPF 17 18-77-3-1
"C, Sw"
34 5
2 0"O pipe
54,350
1
1 The stormwater management system shall be constructed in its entirety vegetated and
operational for its intended use prior to the construction of any built -upon surface
2 No owner/developer shall fill in, alter, or pipe any drainage feature (such as swales or
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
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
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 or Committee do not relieve the owner of the
responsibility to maintain compliance with the permitted BUA limit
Page 3 of 8

State Stormwater Management Systems
Permit No SW8 060901
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
Any revision to the approved plans, regardless of size
Project name change
Transfer of ownership
Redesign or addition to the approved amount of built -upon area
Further subdivision, acquisition, or sale of all or 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
Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan
5 The Director may determine that other revisions to the project should require a
modification to the permit
6 hhe 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
7 Access to the stormwater facilities shall be maintained via appropriate easements at all
times
8 During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately
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 Certification form is included on pages 8 and 9 of
this document
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 North Carolina Erosion and Sediment Control Planning and Design
Manual
12 Decorative spray fountains will be allowed in the stormwater treatment system, 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 as designated in section 16 on page 3 of this permit
Page 4 of 8

State Stormwater Management Systems
Permit No SW8 060901
13 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
14 The permrttee 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 re -vegetation 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
15 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
16 This permit shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other supporting
data
17 The permrttee shall submit final site layout and grading plans for any permitted future
areas not shown on the approved plans, prior to construction
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
III GENERAL CONDITIONS
I'his 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 Permrttee, a "Name/Ownership Change Form" must be
submitted to the Division of Water Quality accompanied by appropriate documentation
from the parties involved This may include, but is not limited to, a deed of trust
recorded deed restrictions, Designer's Certification and a signed Operation and
Maintenance plan 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
Permrttee 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 Permrttee 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 Permrttee 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
Page 5 of 8

State Stormwater Management Systems
Permit No SW8 060901
The permit may be modified, revoked and reissued or terminated for cause fhe filing of
a request for a permit modification, revocation and re -issuance or termination does not
stay any permit condition
Permrttee must grant permission to staff of the DENR to access the property for the
purposes of inspecting all components of the permitted stormwater facilities during
normal business hours
The permrttee shall notify the Division of any name, ownership or mailing address
changes within 30 days
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
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit
10 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
Permit issued this the twenty-first day of September 2006
NORTH—eAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
13"tx,
jor Alan W Klimek, Y L , Uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 060901
Page 6 of 8

State Stormwater Management Systems
Permit No SW8 060901
Certification Page 1 of 2
Brunswick Forest Phase 6 — Section I
Stormwater Permit No SW8060901
Brunswick County
Designer's Certification
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
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 is a part of this Certification
Noted deviations from approved plans and specifications
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No SW8 060901
Certification Requirements Page 2 of 2
1 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
All the built -upon area associated with the project is graded such that the runoff
drams to the system
All roof drains are located such that the runoff is directed into the system
5 fhe outlet/bypass structure elevations are per the approved plan
The outlet structure is located per the approved plans
Trash rack is provided on the outlet/bypass structure
All slopes are grassed with permanent vegetation
Vegetated slopes are no steeper than 3 1
10 The inlets are located per the approved plans and do not cause short-circuiting of
the system
11 The permitted amounts of surface area and/or volume have been provided
12 Required drawdown devices are correctly sized per the approved plans
13 All required design depths are provided
14 All required parts of the system are provided, such as a vegetated shelf, a torebay,
and the vegetated filter
15 The required dimensions of the system are provided, per the approved plan
cc NCDENR-DWQ Regional Office Permit No SW8 060901
Delaney Aycock, Brunswick County Building Inspections
Jeff Phillips, Brunswick County Engineering
Page 8 of 8

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I�l3��F7I.3:1711,1,1[�I:�STyYI�P►1
1 Apfpllicants name (specify the name of the corporation individual etc who owns the project)
r�f17 /1IrI Tiyl� �. L Z(f
2 Print Owner/Signing Officials name and title (person legally responsible for facility and compliance)
c7 4S ' �*&)" /22�
3 Mailing Address for person listed in item 2 above
City /Gkaie� State_%lG Zip 7-0`'y5J/
Telephone Number ( %/0 ) 303 -NZ5
4 Project Name (subdivision facility or establishment name - should be consistent with project name on plans
specifications letters operation and maintenance agreements, etc )
�urr�t�r�� Fr�r�s f i %ArP l - Sec�iar� 1
5 Location of Project (street address)
6 Directions to project (from nearest major intersection)
�P� 5
7 Latitude 3ya12 7 Longitude 78 03 / of project
8 Contact person who can answer questions about the project
Name / ram/ /� Telephone Number ( �'/O ) 393—/y25
II PERMIT INFORMATION
1 Specify whether project is (check one) New Renewal Modification
FormSWU-101 Version 399 Page Iof4

%rev �-Co- ZUU�
2 If this application is being �bmi ted as the t 00090% esult of a renewal of modification to an existing permit list the
existing peimit number ,�L(J and its issue date (if known) 7 Z
3 Specify the type of pi oject (check one)
Low Density ✓ High Density Redevelop Genet al Pet mu Othei
4 Additional Project Requirements (check applicable blanks)
_CAMA Major _Sedimentation/Eioston Control _404/40I Pei mit _NPDES Stot mwater
Information on required state permits can be obtained by contacting the Customer Set vice Centei at
1 877-623-6748
III PROJECT INFORMATION
I 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 `
1-
2 Stormwater runoff from this project drams to the %- River basin
3 Total Pt eject Area � f / as es 4 Pi oject Built Upon Area
27
5 How many drainage areas does the project have?
6 Complete the following information for each dt amage area If there are moi e than two drainage ai eas in the
project attach an additional sheet with the information for each ai ea provided in the same format as below
p1"/� c
P"7,.//-/" �/J
Basic Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Receiving Steam Class
Drainage Area
Existing Impervious' Ai ea
Pioposed Impervious"Area
q3 Q ,
S,S C
% Impervious" Area (total)
S O
D
Impervious* Surface Ai ca
Drainage Area 1
Di amage Area 2
On -site Buildings
Z=27
,�,
On -site Strecls
�2
---
On site Parking
On site Sidewalks
/ je
Other on -site
7Soe 2 25 c
c
Off -site
Total SF
Total 2Ie ,r-l1`
' hopervious area is defined as the built upon Jim mtluding but not hnuted to buildings roads parking areas
sidewalks gravel arras etc �� Zj- � � � �I£ ze�tOO(f()
i'W ;q Pry/T for /_6 y/T
Fonn SWU-101 Version 3 99 Page 2 of
�aj

7 How was the off -site impervious area listed above derived? Alll
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
I The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality These covenants may not be
changed or deleted without the consent of the State
A-Pro��'cct r0T/JL /✓aiTO 9--rCEED
2 No more than (O `t5 i / �� square Teet of any lot shall be covered by structures 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 stormwater management permit 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 management 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
RECFJv D
FormSWU-101 Version 399 Page 3of4 SEP 0 1 2006
BY

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
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 17/3/3
• One copy of the applicable Supplement Form(s) for each BMP 7>a8
• Permit application processing fee of $420 (payable to NCDENR) DR B
• Detailed narrative description of stormwater treatment/management -psA
• Two copies of plans and specifications includingyRR
- 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//7] S /VolI/If/ AC_" PCB'
Designated agent (individual or firm) &awzeg Data / SemyLPS Pld
Mailing Address 3/ j�(� /n�� f '('ti-rrt
City ��/�/i///l. �EJ State Ar Zip 744�W'l
Phone 3y3—"2 Fax ( 910 ) 3v3
VIII APPLICANT'S CERTIFICATION
(print or type name of person listed in General Information, item 2) Pa
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 conforma ce with the approved plans that the required deed restrictions
and protective covenants w be recorded a that the proposed project complies with the requirements of 15A
NCAC 2H 1000 i'__�
Signature
'!Fz?rT / M4,74
Ml7
Xvh M,�e-rlvhbeg, LLL
Form SWU-101 Version 3 99 Page 4 of 4
Date
LBY
EP4

HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT ST
WILMINGTON, NC 28401
PH [phone] FAX [phone]
0. 1 U f 1a

r
GRADING SUPPLEMENT (POND OUTFALL)
Brunswick Forest
Phase 6-Section 1
D 9 20 0 20 40
SCALE 1"= 20'
33
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HANOVER DESIGN SERVICES, P
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N C 28401
PHONE [phone]
1
9-21-06
Scale
HORZ 1"= 20'
Drawn
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33
GRADING SUPPLEMENT (POND OUTFALL)
Brunswick Forest
Phase 6-Section 1
20 0 20
SCALE 1"= 20'
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HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, NC 28401
PHONE [phone] Gq
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9-21-06
Scale
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Drawn
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GRADING SUPPLEMENT (POND OUTFALL)
Brunswick Forest
Phase 6-Section 1
20
HANOVER DESIGN SERVICES, P
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WLMINGTON, N C 28401
PHONE [phone]
0 20 40
SCALE 1"= 20�
J
9
9-21- 06
Scale
HORZ i"= 20
Drawn
DBB
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33 BY _ DuL�Q
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HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT ST
WILMINGTON,NC 28401
PH [phone] FAX [phone] t
❑ Please reply IV] No reply necessary
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P9ANOVER DESIGN SERVICES, P.A.
- LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT ST
WILMINGTON, NC 28401
r +PH [phone] FAX [phone]
Ir l
1066
A

9

Hanover
August 31, 2006
Ms Mary Jean Naugle, Environmental Engineer
Wilmington Regional Office
Water Quality Section
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 27405-3845
Re Brunswick Forest Phase 6 Section 1
Brunswick County
High Density Fast -Track submittal
Dear Mary Jean
In�t
oK T were,
mark
Cop)-'S(-�L ('nGfR1
geo
Enclosed
• Please find 3 sets of the Water Quality Plan
• 3 sets of the Storm Water Management and Drainage Calcs
• The original Storm Water application, with the Pond Supplements and one copy of each
• A check in the amount of $4,000 00 (Express Fee)
• 1 copy of the approved Erosion Control Permit, Plan and Narrative (FYI) —L,AVe "Cb CAtZO -
• 1 copy of the Restrictive Covenants for Phase 6 Section 1
• 1 Copy of the USACOE Wetlands determination (FYI)
• One copy of the DWQ Master plan
It you have any questions or require additional information, please do not hesitate to call me
Sincerely,
David Brown
Hanover Design Services
dbrown@hdsilm com
8829p6s1-dwq-1 doc
SE P 01 1006
hwg-
319 Walnut Street Wilmington, N C 28401 [phone]

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D Simons, PG, PE Land Quality Section Michael F Easley, Governor
Director and State Geologist William G Ross Jr, Secretary
8/25/2006
LETTER OF APPROVAL WITH MODIFICATIONS AND
PERFORMANCE RESERVATIONS
Funston Land & Timber, LLC
Mr Allen Jefferson Earp, Manager
1018 E Grandiflora Dr
Leland, NC 28451
RE Project Name Brunswick Forest Phase 6, Sec. 1 Acres Approved. 28
Project ID Bruns-2007-016
County/Town/Street Brunswick, Leland, US Hwy 17
River Basin Cape Fear
Submitted By Hanover Design Services, P A
Date Received by LQS August 12, 2006
Plan Type Revised
Dear Mr Earp
This office has reviewed the subject erosion and sedimentation control plan and hereby
issues this Letter of Approval with Modifications and Performance Reservations A list of the
modifications and reservations is attached This plan approval shall expire three (3) years
following the date of approval, if no land -disturbing activity has been undertaken, as is required
by Title 15A NCAC 4B 0129 Should the plan not perform adequately, a revised plan will be
required (G S 113A-54 1)(b)
Please be advised that Title 15A NCAC 4B 0118(a) requires that a copy of the approved
erosion control plan be on file at the job site Also, you should consider this letter to give the
Notice required by G S 113A-61 1(a) of our right of periodic inspection to insure compliance
with the approved plan
North Carolina's Sedimentation Pollution Control Program is performance-onented,
requiring protection of existing natural resources and adjoining properties If, following the
commencement of this project, it is determined that the erosion and sedimentation control plan is
inadequate to meet the requirements of the Sedimentation Pollution Control Act of 1973 (North
Carolina General Statute 113A-51 thru 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Act p�T %;
SEP 0 12006
Wilmington Regional Office
127 Cardinal Drive Ext , Wilmington, North Carolina 28405-3845 • Phone [phone] / FAX

!; _
�STORiVIWATER MANAGEMENT CALCULATIONS
And WATER QUALITY COMPUTATIONS
p
� for
4J
BRUNSWICK PARKWAY
Phase 6-Section 1
PREPARED FOR
Funston Land and Timber LLC
1018 E Grandiflora Drive
Leland, NC
28451
E!�)- Cam• CXc�
David S Hollis, PE, PLS
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

STORM WATER NARRATIVE
BRUNSWICK FOREST Phase 6-Section 1
for
FUNSTON LAND and TIMBER, LLC
August, 2006
NARRATIVE
NOTE To be reviewed in conjunction with 'Revision of The Erosion and Sediment Control
and Water Quality Plan for Brunswick Forest Phase 6-Section 1 Plans and Profiles",
Hanover Design Services, PA, Drawings No 8829ph6s1, Sheets 1 through 7
PROJECT DESCRIPTION -
The purpose of this plan is to identify measures to be implemented during construction of a
Sales Center, Wellness Center, supporting infrastructure, two water quality
detention/retention ponds, and land grading associated with this development
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

Brunswick
Forest
sales Office &
Wellness Center
Building Dimensions
Scale: 1 "=
a,
August 2006
z9
26 s'
36
30'
N
�
CP
195, -
15' 31'
15'
12
N
55'
18'
L
66
°
465
`r 67'
—i
.P
o-
W
cn
25'
WELLNESS
N
CENTER
6a
55,
15'
N .p
N,
31' 15'
10 v_
SALES
CENTER
HANOVER DESIGN SERVICES, PA
Drawing No 8829-6-Imp2 dwg-dh

Brunswick Forest sales Office & Wellness Center
Sales Office (Pond No.9) and Wellness Center (Pond No.10)
Pavement and Section Area Map
Scale. 1 "= 150'
August2006
�N
w
Of
oQ
LO
U1to
00o
00
1617 4 SO FT
-0 04 ACRES
2042 8 SO FT
-0 05 ACRES
4724 9 SO FT BUILDING
0 11 ACRES
TOTAL <= 10,000 SF
64011 7 SO FT
1 47 ACRES
3627 4 SO FT
-0 08 ACRES
252 6 SO FT
-0 01 ACRES
PAVING & PARKING (BC)
TOTAL <= 55,000 SF
11563
003
SO FT
ACRES
595 6 SO FT
3 8 SO FT
) 12 ACRES
9365 9 SO FT
0 22 ACRES
2370 9 SO FT
-0 05 ACRES
21620 3 SO FT
0 50 ACRES
68254 SQ FT l) I 2101 3 SO FT
-0 16 ACRES lu -0 05 ACRES
3699 5 SO FT
-0 08 ACRES
Wellness Center Totals:
= 214,000 sf
PARKING (BC) Use 240,000 sf for Permit
TOTAL <= 90,000 SF
96240 9 SO FT
2 21 ACRES
3730 9 SO FT
' -0 09 ACRES
SIDEWALKS & WALKWAYS
TOTAL <= 25,000 SF
v 1314 0 SO FT
0 03 ACRES Ir
2868 2 SO FT
16703 3 SO FT -0 07 ACRES
1573 0 SO FT 0 38 ACRES
-0 04 ACRES
1978 7 SO FT
0 05 ACRES 278 6 SO FT
0 01 ACRES
BUILDINGS (ROOFLINE)
TOTAL <= 27,000 SF
23703 8 SO FT 23952 0 SO FT o n
0 55 ACRES 32084 4 SO FT ,n 0
0 54 ACRES 0 74 ACRES `n
PATIOS, COURTS, OTHER
QSIDEWALKS &WALKWAYS TOTAL <= 72,000 SF
TOTAL <= 15,000 SF 1008 2 SO FT
0 02 ACRES HANOVER DESIGN SERVICES, P.A.
Sales Office Totals: 2207 3 SO FT LAND SVRPEYORS ENGINEERS & LAND PLANNERS �1
= 80,000 sf 0 05 ACRES 19 WALNUT WALNUT STREET N, ' T
NC 28401
Use 100,000 sf for Permit PHONE (910) 3Q-8002
Drawing No.8829-6-imp2.dwg-dh

. 3
Sales Office (Pond No.9) and Wellness Center (Pond No.10)
Scale 1 "= 150'
August 2006
152320 3 SQ FT
3 50 ACRES
49985 0 SQ- FT
1 15 ACRES
275313 0 SQ FT
6 32 ACRES
@ 80% Impervious maximum
Use 5 0 acres for Permit
14 4 acres drams to Pond 9
tv
�\\�\\� ��\\ Vol
A\
\ \\ \
is o Po 10
Use 240,000 sf for Permit
SINGLE FAMILY\\\\Av\ vA\\\E\ \\\
� FUTURE DEVELOPMENT \ �v AV\ \\\\ \\y NZ 5 0 ACRES\�\, \
,
i @0%Imperviousmaxlmu
U4
se 2 0 acres for Pond Design
vvv yNv vvy
-��,V�,\\> >� ���� `l��f Location Map
vvv
At V' \ HANOVER DESIGN SERVICES P A
LAND SURWYORS, ENGINEERS & LAND PLANNERS
319 WAMT STREET
MWINOTON NC 28401
PHONE. [phone]
Drawing No.8829-6-imp2.dwg-dh

Brunswick Forest
`Sales bffic(
DRAINAGE
August2006
SCALE V=
DRAINAGE AF
Onsrte
( DRAINS TO F
4A
4B
4C
5
5A
513
5C
6A
613
6C
7
8
10
TOTAL

BRUNSWICK FOREST Phase 6 — Wet detention / retention pond (Pond No 9)
Additional Calculation Summary for NCDENR / DWQ Sales Office & Future Dev
WATER QUALITY CONSIDERATIONS -
Impervious area calculations See Project Data Sheet
TOTAL IMPERVIOUS = 9 3 acres
TOTAL AREA DRAINING TO POND = 14 4 acres
14 4 acres total — 9 3 acres impervious = 5 1 acre green area
SA REQUIRED 9 3 / 14 4 = 0 65 or 65%
At 7 0' depth, 90% TSS removal, from chart — SA/DA factor = 2 7
14 4 x 0 01 x 2 7= 17,000 sf SA REQUIRED
At Elev = 33 0 22,200 sf SA PROVIDED
VOLUME REQUIRED R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A 1 and A 2, "Controlling Urban Runoff
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
(Pj)= 0 9
(Rv)= 0 05 + 0 9(9 3/14 4) = 0 631
(A)= 14 4
R= [(1)(0 631)/12](14 4) = 0 758 acre-feet
= 33,000 cf REQUIRED STORAGE
At Elev = 34 5 = 37,500 cf PROVIDED STORAGE
DRAWDOWN
Average head from storage elevation to orifice -
345-330/2==1 � (�-j'7E5'
2" PVC drain to draw -down REQUIRED STORAGE
Orifice equation Q = CA(2gh)^1/2 0-75
Q = 0 6(022)(64 4 X-4-Wl/2
= E) 136 cfs 0.05?_
T =ems OKAY 4
FOREBAY REQUIREMENTS —
Regwred capacity = 51,625 X 20% = 10,325 cf
Provided capacity = 10,200 cf (20%)
8829DWQ-No9 doc
]RECL�'IVFD
SEP 1 9 Z006
BY -DLOQ
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILDOGTON, NC 28401
rA

Brunswick Forest - Pond 9
STAGE - STORAGE TABLES
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR INCR INCR
ELEV AREA VOL STORAGE STORAGE
(ft) (so (co (co (ac-ft)
330
22,200
-
-
-
34 0
25,500
23,850
23,850
055
35.0
28,900
27,200
51,050
1.17
360
32,500
30,700
81,750
1 88
370
36,200
34,350
116,100
267
380
40,000
38,100
154,200
3 54
STATE STORAGE VOLUME -
51,050
117
stage8829-9 xls
SEP 0 ; 2006
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Brunswick Forest - Pond 9
STAGE - STORAGE TABLES
MAIN BODY OF POND -
FOREBAY -
Below WSEL
MAIN
TOTAL
TOTAL
TOTAL
INCR
INCR
ELEV AREA
AREA
VOL
STORAGE
AREA
VOL
STORAGE
($) (so
(so
(co
(cf)
(so
(cf)
(co
33 0 16,600
22,200
-
-
5,600
-
-
32 0 11,500
15,100
9,325
9,325
3,600
2,300
2,300
310 9,300
11,900
13,500
22,825
2,600
3,100
5,400
300 7,200
9,000
10,450
33,275
1,800
2,200
7,600
20 5,400
6,400
7,700
40,975
1,000
1,400
9,000
290 3,800
4,400
5,400
46,375
600
800
9,800
270 2,300
2,500
3,450
49,825
200
400
10,200
260 1,100
1,100
1,800
51,625
-
-
-
FOREBAY-
TOTAL POND VOLUME -
51,625
Percent Volume=
20%
FOREBAY VOLUME -
10,200
PERCENT OF VOLUME -
20%
storage8829-9 xls
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Reservoir Report
Reservoir No 1 - Brunswick Forest No.9
Pond Data
Pond storage Is based on known contour areas
Stage / Storage Table
Page 1
English
Stage
ft
000
1 00
200
300
400
500
Elevation
ft
3300
3400
3500
3600
3700
3800
Contour area
sqft
22,200
25,500
28,900
32,500
36,200
40,000
Incr Storage Total storage
cuft cuft
0 0
23,850 23,850
27,200 51,050
30,700 81,750
34,350 116,100
38,100 154,200
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[D]
[A]
[B]
[C]
[D]
Rise in =
240
20 00
00
Crest Len ft = 30
100
400
00
Span in =
240
20 00
00
Crest El ft = 3450
3550
3650
000
No Barrels =
1
1 0
0
Weir Coeff = 330
330
300
000
Invert El ft =
3300
3300 000
000
Eqn Exp = 1 50
1 50
1 50
000
Length ft =
850
100 00
00
Multi -Stage = Yes
Yes
Yes
No
Slope % =
010
001 000
000
N-Value =
013
013 000
000
Orif Coeff =
060
060 000
000
Multi -Stage =
-----
Yes No
No
Tailwater Elevation = 34 00 ft
Stage / Storage / Discharge Table
Note FII outflows have been
analyzed under inlet and outlet control
Stage Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B
Wr C
Wr D
Discharge
ft cuft
ft
cfs
cfs
cfs cfs cfs cfs
cfs
cfs
cfs
000 0
3300
000
000
--- --- 000 000
000
---
000
1 00 23,850
3400
000
000
--- --- 000 000
000
---
000
200 51,050
3500
461
008
--- --- 350 000
000
---
358
300 81,750
3600
1645
000
--- --- 1819 11 67
000
---
1645
400 116,100
3700
2281
000
--- --- 3913 6062
4243
---
2281
500 154,200
3800
2774
000
--- --- 6482 13044
22045
---
2774
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGT ON, NC 28401

HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Project 8829-9 GPW OF newhanover OF 9 hyd's 08-04-2006

Hydrograph Summary Report
Page 1
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
1996
6
756
186 185
10
----
-----
-----
10yr Predev
2
SCS Runoff
2963
6
756
274 512
5A
--
-----
-----
50yr Predev
3
SCS Runoff
3459
6
756
320 305
100
--
---
---
100yr Predev
4
SCS Runoff
3255
6
744
256 978
10
----
----
-----
10yr Postdev
5
SCS Runoff
4474
6
744
356,173
50
--
-----
-----
50yr Postdev
6
SCS Runoff
5082
6
744
406 453
100
---
-----
-----
100yr Postdev
7
Reservoir
1929
6
786
232 381
10
4
3641
95 713
10yr Post -Route
8
Reservoir
2466
6
792
331 569
50
5
3735
129 545
50yr Post -Route
9
Reservoir
26 92
6
792
381 846
100
6
3782
147,305
100yr Post -Route
HANOVER
DESIGN SERVICES
319 A
kLNUT STREET
WILIMEMON,
NC 28401
Proj file 8829-9 GPW
OF file newhanover OF
Run date 08-04-2006

Hydrograph Report Page 1
English
Hyd. No. 1
1 Oyr Predev
Hydrograph type
= SCS Runoff
Peak discharge
= 19 96 cfs
Storm frequency
= 10 yrs
Time Interval
= 6 min
Drainage area
= 14 40 ac
Curve number
= 70
Basin Slope
= 0 4 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conc (Tc)
= 30 min
Total precip
= 7 00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 186,185 cult
Hydrograph Discharge Table
Time --
Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
960
023
1280
1915
1600
278
1920
1 27
970
027
1290
1839
1610
269
1930
1 25
980
031
1300
1752
1620
261
1940
124
990
036
13 10
1657
1630
252
1950
1 22
1000
042
1320
1555
1640
245
1960
1 21
1010
047
1330
1447
1650
237
1970
1 20
1020
053
1340
1336
1660
230
1980
118
1030
060
1350
1222
1670
223
1990
117
1040
067
1360
11 06
1680
217
2000
1 16
1050
075
1370
990
1690
211
2010
1 15
1060
084
1380
875
1700
206
2020
1 14
1070
093
1390
765
1710
200
2030
1 12
1080
1 02
1400
663
1720
1 95
2040
1 11
1090
1 13
1410
584
1730
1 91
2050
1 10
11 00
1 24
1420
532
1740
1 86
2060
1 09
11 10
1 36
1430
494
1750
1 82
2070
1 08
11 20
1 50
1440
465
1760
1 77
2080
1 07
11 30
1 66
1450
444
1770
1 73
2090
1 05
11 40
1 85
1460
427
1780
1 69
21 00
1 04
11 50
208
1470
411
1790
1 65
21 10
1 03
11 60
238
1480
398
1800
1 61
21 20
1 02
11 70
284
1490
385
1810
1 57
21 30
1 01
11 80
358
1500
373
1820
1 54
21 40
099
11 90
472
1510
363
1830
1 50
21 50
098
1200
684
1520
352
1840
1 46
21 60
097
12 10
993
1530
342
1850
143
21 70
096
1220
1325
1540
332
1860
1 40
21 80
095
12 30
1650
1550
323
1870
1 38
21 90
093
1240
1874
1560
3 13
1880
1 35
2200
092
1250
1968
1570
304
1890
1 33
2210
093
1260
19 96 <<
1580
296
1900
1 31
2220
093
1270
1974
1590
287
1910
1 29
2230
094
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report Page
English
Hyd. No. 2
50yr Predev
Hydrograph type
= SCS Runoff
Peak discharge
= 29
63 cfs
Storm frequency
= 50 yrs
Time Interval
= 6
min
Drainage area
= 14 40 ac
Curve number
= 70
Basin Slope
= 0 4 %
Hydraulic length
= 1000
ft
Tc method
= USER
Time of conc (Tc) = 30
min
Total precip
= 9 00 in
Distribution
= Type
III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume
= 274 512 cult
Hydrograph Discharge
Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time --
Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
890 034
1210
1556
1530
474
1850
1 97
900 039
1220
2039
1540
460
1860
1 93
910 045
1230
2504
1550
446
1870
1 89
920 051
1240
2816
1560
434
1880
1 85
930 057
1250
2937
1570
421
1890
1 82
940 063
1260
29 63 <<
1580
408
1900
1 79
950 070
1270
2917
1590
396
1910
1 77
960 078
1280
2822
1600
384
1920
1 74
970 085
1290
2700
1610
372
1930
1 72
980 094
1300
2565
1620
360
1940
1 70
990 1 02
1310
2418
1630
348
1950
1 68
1000 1 11
1320
2261
1640
337
1960
1 66
1010 1 20
1330
2098
1650
327
1970
1 64
1020 1 30
1340
1929
1660
317
1980
1 62
1030 141
1350
1758
1670
308
1990
1 60
1040 1 53
1360
1585
1680
299
2000
1 59
1050 1 65
1370
1411
1690
291
2010
1 57
1060 1 78
1380
1241
1700
283
2020
1 56
1070 1 93
1390
1080
1710
276
2030
1 54
1080 208
1400
931
1720
269
2040
1 52
1090 225
1410
818
1730
262
2050
1 51
11 00 242
1420
744
1740
256
2060
149
11 10 261
1430
689
1750
250
2070
1 47
11 20 282
1440
648
1760
244
2080
146
11 30 307
1450
618
1770
238
2090
144
11 40 337
1460
594
1780
232
21 00
1 42
11 50 372
1470
572
1790
227
21 10
1 41
11 60 418
1480
552
1800
221
21 20
1 39
11 70 491
1490
534
1810
216
21 30
1 38
11 80 606
1500
518
1820
211
21 40
1 36
11 90 781
1510
503
1830
206
21 50
1 34
1200 11 00
1520
488
1840
201
21 60
1 33
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph
Report
Page 7
English
Hyd. No. 3
100yrPredev
Hydrograph type
= SCS Runoff
Peak discharge
= 34
59 cfs
Storm frequency
= 100 yrs
Time Interval
= 6
min
Drainage area
= 14 40 ac
Curve number
= 70
Basin Slope
= 0 4 %
Hydraulic length
= 1000
ft
Tc method
= USER
Time of conc (Tc)
= 30
min
Total precip
= 10 00 in
Distribution
= Type
III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 320,305 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time --
Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
850 035
11 70
602
1490
609
1810
245
860 040
11 80
738
1500
590
1820
239
870 045
11 90
945
1510
573
1830
234
880 050
1200
1319
1520
556
1840
228
890 056
1210
1850
1530
539
1850
223
900 063
1220
2409
1540
524
1860
219
9 10 070
1230
2945
1550
508
1870
214
920 077
1240
3300
1560
493
1880
210
930 085
1250
3434
1570
479
1890
207
940 093
1260
34 59 <<
1580
465
1900
203
950 101
1270
3400
1590
451
1910
200
960 1 10
1280
3285
1600
437
1920
1 98
970 1 20
1290
31 39
1610
423
1930
1 95
980 1 30
1300
2979
1620
409
1940
1 92
990 1 40
1310
2805
1630
396
1950
1 90
1000 1 51
1320
2620
1640
383
1960
1 88
1010 1 62
1330
2428
1650
372
1970
1 86
1020 1 74
1340
2230
1660
360
1980
1 84
1030 1 87
1350
2030
1670
350
1990
1 82
1040 201
1360
1827
1680
340
2000
1 80
1050 2 16
1370
1624
1690
331
2010
1 78
1060 232
1380
1426
1700
322
2020
1 76
1070 249
1390
1238
1710
313
2030
1 75
1080 267
1400
1066
1720
305
2040
1 73
1090 287
1410
935
1730
298
2050
1 71
11 00 307
1420
850
1740
291
2060
1 69
11 10 330
1430
786
1750
284
2070
1 67
11 20 355
1440
740
1760
277
2080
1 65
11 30 384
1450
705
1770
270
2090
1 63
11 40 419
1460
677
1780
264
21 00
1 62
11 50 461
1470
652
1790
258
21 10
1 60
1160 516
1480
630
1800
251
21 20
1 58
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Hyd. No. 4
10yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 10 yrs
= 14 40 ac
= 04%
= USER
= 7 00 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
Peak discharge
Time Interval
Page 1
English
= 32 55 cfs
= 6 min
Curve number = 82
Hydraulic length = 1000 ft
Time of conc (Tc) = 20 mir
Distribution
Shape factor
Time -- Outflow
(hrs cfs)
= Type III
= 242
Total Volume = 256 978 cult
Time -- Outflow
(hrs cfs)
760
035
1080
292
1400
597
1720
216
770
038
1090
310
1410
568
1730
211
780
041
11 00
329
1420
543
1740
206
790
044
1110
350
1430
521
1750
202
800
048
11 20
374
1440
501
1760
1 97
810
051
11 30
403
1450
484
1770
1 92
820
055
11 40
439
1460
468
1780
1 88
830
059
11 50
481
1470
454
1790
1 83
840
064
11 60
541
1480
440
1800
1 78
850
068
11 70
642
1490
427
1810
1 74
860
074
11 80
811
1500
414
1820
1 69
870
079
11 90
1063
1510
403
1830
1 65
880
085
1200
1512
1520
391
1840
1 62
890
092
1210
21 35
1530
380
1850
1 58
900
098
1220
2747
1540
370
1860
1 55
910
1 05
1230
31 37
1550
359
1870
1 53
920
1 13
1240
32 55 <<
1560
349
1880
1 50
930
1 21
1250
3247
1570
338
1890
1 48
940
1 29
1260
31 31
1580
327
1900
1 46
950
1 37
1270
2943
1590
317
1910
1 44
960
1 46
1280
2722
1600
306
1920
143
970
1 55
1290
2487
1610
296
1930
1 41
980
1 64
1300
2239
1620
286
1940
1 40
990
174
1310
1981
1630
276
1950
138
1000
1 84
1320
1719
1640
267
1960
1 37
1010
1 94
1330
1465
1650
259
1970
1 36
1020
205
1340
1225
1660
252
1980
1 34
1030
217
1350
1009
1670
245
1990
1 33
1040
230
1360
850
1680
238
2000
1 31
1050
244
1370
752
1690
232
2010
1 30
1060
259
1380
681
1700
227
2020
1 29
1070
275
1390
632
1710
221
2030
1 27
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Hyd. No. 5
50yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 50 yrs
= 14 40 ac
= 04%
= USER
= 9 00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc (Tc)
Distribution
Shape factor
Page 7
English
= 44 74 cfs
= 6 min
= 82
= 1000 ft
= 20 min
= Type III
= 242
Total Volume = 356 173 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
690
047
1010
312
1330
1969
1650
342
700
050
1020
327
1340
1642
1660
332
7 10
054
1030
343
1350
1348
1670
323
720
058
1040
362
1360
11 33
1680
315
730
062
1050
381
1370
1001
1690
307
740
067
1060
402
1380
906
1700
299
750
071
1070
425
1390
840
1710
292
760
076
1080
449
1400
793
1720
285
770
081
1090
474
1410
755
1730
279
780
086
11 00
500
1420
721
1740
272
790
091
1110
528
1430
691
1750
266
800
096
11 20
562
1440
665
1760
260
810
1 01
11 30
603
1450
642
1770
254
820
1 07
11 40
653
1460
621
1780
248
830
113
1150
712
1470
601
1790
241
840
1 20
11 60
795
1480
583
1800
235
850
1 28
11 70
937
1490
565
1810
229
860
1 36
11 80
11 74
1500
549
1820
223
870
1 44
11 90
1525
1510
533
1830
2 18
880
1 53
1200
2141
1520
518
1840
213
890
1 63
1210
2988
1530
503
1850
209
900
1 73
1220
3813
1540
489
1860
205
910
1 84
1230
4328
1550
475
1870
201
920
1 95
1240
44 74 <<
1560
461
1880
1 98
930
206
1250
4448
1570
447
1890
1 95
940
2 18
1260
4278
1580
433
1900
1 93
950
231
1270
4014
1590
419
1910
1 90
960
243
1280
3705
1600
405
1920
1 88
970
256
1290
3378
1610
391
1930
1 86
980
270
1300
3034
1620
377
1940
1 84
990
283
1310
2678
1630
365
1950
1 82
1000
297
1320
2318
1640
353
1960
1 80
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILMINGTON, NC 28401

Hydrograph Report
Hyd. No. 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 100 yrs
= 14 40 ac
= 04%
= USER
= 10 00 in
= 24 hrs
Page 1
English
Peak discharge = 50 82 cfs
Time Interval
= 6 min
Curve number
= 82
Hydraulic length
= 1000 ft
Time of conc (Tc)
= 20 min
Distribution
= Type III
Shape factor =
242
Total Volume = 406 453 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
660
052
980
325
1300
3430
1620
423
670
056
990
341
1310
3024
1630
409
680
060
1000
357
1320
2616
1640
396
690
064
1010
373
1330
2220
1650
384
700
069
1020
391
1340
1849
1660
373
710
073
1030
410
1350
1516
1670
362
720
078
1040
430
1360
1274
1680
353
730
083
1050
453
1370
11 25
1690
344
740
088
1060
477
1380
1018
1700
335
750
094
1070
503
1390
944
1710
327
760
099
1080
530
1400
890
1720
320
770
1 05
1090
558
1410
847
1730
312
780
1 11
11 00
588
1420
809
1740
305
790
117
1110
620
1430
776
1750
298
800
1 23
11 20
659
1440
747
1760
291
810
1 29
11 30
706
1450
721
1770
284
820
1 36
1140
763
1460
697
1780
277
830
1 43
11 50
830
1470
675
1790
271
840
1 51
11 60
925
1480
654
1800
264
850
1 60
11 70
1087
1490
634
1810
257
860
1 70
11 80
1358
1500
616
1820
250
870
1 80
11 90
1757
1510
598
1830
244
880
1 90
1200
2458
1520
581
1840
239
890
201
1210
34 16
1530
565
1850
234
900
2 13
1220
4346
1540
549
1860
229
910
226
1230
4924
1550
533
1870
225
920
239
1240
50 82 <<
1560
517
1880
222
930
252
1250
5048
1570
501
1890
219
940
266
1260
4851
1580
485
1900
216
950
280
1270
4548
1590
470
1910
213
960
295
1280
41 95
1600
454
1920
211
970
310
1290
3821
1610
438
1930
208
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph
Report
Page 1
English
Hyd. No. 7
10yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 19 29 cfs
Storm frequency
= 10 yrs
Time Interval
= 6 min
Inflow hyd No
= 4
Reservoir name
= Brunswick Fores
Max Elevation
= 36 41 ft
Max Storage
= 95,713 cuft
Storage Indication method used
Total Volume = 232 381 cuk
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C
Clv D Wr A
Wr B Wr C
Wr D Outflow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs cfs
1200
1512
3458
414
006 -----
----- 024
----- -----
----- 030
1210
21 35
3480
458
007 -----
----- 166
----- -----
----- 1 73
1220
2747
3508
628
007 -----
----- 434
----- -----
----- 441
1230
31 37
3535
1040
004 -----
----- 777
----- -----
----- 781
1240
32 55 <<
3561
1312
004 -----
----- 11 50
1 14 -----
----- 1258
1250
3247
3582
1506
----- -----
----- 1509
613 -----
----- 1506
1260
31 31
3601
1654
----- -----
----- 1840
1209 -----
----- 1654
1270
2943
3615
1756
----- -----
----- 21 01
1738 -----
----- 1756
1280
2722
3626
1832
----- -----
----- 23 12
21 90 -----
----- 1832
1290
2487
3634
1884
----- -----
----- 2468
2536 -----
----- 1884
1300
2239
3639
1916
----- -----
----- 2566
2758 -----
----- 1916
1310
1981
3641 <<
1929
----- -----
----- 2606
2849 -----
----- 19 29 <<
1320
1719
3640
1924
----- -----
----- 2590
2811 -----
----- 1924
1330
1465
3636
1902
----- -----
----- 2522
2657 -----
----- 1902
1340
1225
3631
1865
----- -----
----- 2408
2400 -----
----- 1865
1350
1009
3623
1813
----- -----
----- 2259
2073 -----
----- 1813
1360
850
3614
1750
----- -----
----- 2087
1707 -----
----- 1750
1370
752
3605
1681
----- -----
----- 1907
1341 -----
----- 1681
1380
681
3594
1602
----- -----
----- 1720
983 -----
----- 1602
1390
632
3584
1518
----- -----
----- 1534
656 -----
----- 1518
1400
597
3574
1432
002 -----
----- 1364
389 -----
----- 1432
1410
568
3564
1349
004 -----
----- 1214
1 90 -----
----- 1318
1420
543
3556
1272
004 -----
----- 1089
068 -----
----- 11 60
1430
521
3550
1209
004 -----
----- 991
001 -----
----- 996
1440
501
3545
11 52
004 -----
----- 915
----- -----
----- 919
1450
484
3540
11 02
004 -----
----- 848
----- -----
----- 853
1460
468
3536
1054
004 -----
----- 792
----- -----
----- 796
1470
454
3532
1010
004 -----
----- 743
----- -----
----- 747
1480
440
3529
970
004 -----
----- 699
----- -----
----- 703
1490
427
3526
930
004 -----
----- 661
----- -----
----- 665
1500
414
3524
893
004 -----
----- 627
----- -----
----- 631
1510
403
3521
860
004 -----
----- 595
----- -----
----- 600
1520
391
3519
827
005 -----
----- 568
----- -----
----- 572
1530
380
3517
793
005 -----
----- 543
----- -----
----- 548
1540
370
3515
762
006 -----
----- 520
----- -----
----- 526
1550
359
3513
733
006 -----
----- 499
----- -----
----- 505
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report Page 1
Hyd. No. 8
50yr Post -Route
Hydrograph type =
Storm frequency =
Inflow hyd No =
Max Elevation =
Reservoir
50 yrs
5
37 35 ft
Peak discharge =
Time Interval =
Reservoir name =
Max Storage =
English
24 66 cfs
6 min
Brunswick Fores
129,545 cuft
Storage Indication method used
Total Volume = 331 569 CUR
Hydrograph Discharge
Table
Time
Inflow
Elevation Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C
Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs cfs
11 40
653
3457
411
006
----- ----- 021
-----
-----
----- 027
11 50
712
3465
430
006
----- ----- 060
----
-----
----- 066
1160
795
3474
446
007
----- ----- 1 16
-----
-----
----- 1 23
11 70
937
3483
461
007
----- ----- 1 90
-----
-----
----- 1 97
11 80
11 74
3494
466
007
----- ----- 288
-----
-----
----- 296
11 90
1525
3506
594
007
----- ----- 417
-----
-----
----- 424
1200
21 41
3522
865
004
----- ----- 600
-----
-----
----- 604
1210
2988
3543
11 31
004
----- ----- 887
-----
-----
----- 891
1220
3813
3569
1394
003
----- ----- 1291
283
-----
----- 1390
1230
4328
3599
1640
-----
----- ----- 1807
1145
-----
----- 1640
1240
44 74 <<
3627
1840
-----
----- ----- 2338
2245
-----
----- 1840
1250
4448
3654
2012
----
----- ----- 2882
3496
146
----- 2012
1260
4278
3678
21 56
-----
----- ----- 3403
4767
1769
----- 21 56
1270
4014
3698
2270
-----
----- ----- 3867
5944
4003
----- 2270
1280
3705
3713
2350
-----
----- ----- 4219
6860
5990
----- 2350
1290
3378
3724
2408
-----
----- ----- 4487
7565
7625
----- 2408
1300
3034
3731
2445
-----
----- ----- 4668
8050
8785
----- 2445
1310
2678
3735
2465
-----
----- ----- 4763
8305
9413
----- 2465
1320
2318
37 35 << 2466
-----
----- ----- 4771
8325
9464
----- 24 66 <<
1330
1969
3732
2451
-----
----- ----- 4696
81 25
8970
----- 2451
1340
1642
3726
2421
-----
----- ----- 4549
7731
8018
----- 2421
1350
1348
3718
2376
-----
----- ----- 4339
71 76
6711
----- 2376
1360
11 33
3707
2321
-----
----- ----- 4088
6515
5223
----- 2321
1370
1001
3695
2255
-----
----- ----- 3805
5785
3682
----- 2255
1380
906
3682
21 81
-----
----- ----- 3501
5012
21 95
----- 21 81
1390
840
3669
21 03
-----
----- ----- 3204
4275
990
----- 21 03
1400
793
3656
2024
-----
----- ----- 2922
3591
218
----- 2024
1410
755
3643
1944
-----
----- ----- 2656
2965
-----
----- 1944
1420
721
3631
1864
-----
----- ----- 2407
2399
-----
----- 1864
1430
691
3619
1784
-----
----- ----- 21 77
1897
-----
----- 1784
1440
665
3608
1704
-----
----- ----- 1965
1458
-----
----- 1704
1450
642
3597
1622
-----
----- ----- 1766
1068
-----
----- 1622
1460
621
3586
1534
-----
----- ----- 1570
716
-----
----- 1534
1470
601
3576
1448
001
----- ----- 1395
434
-----
----- 1448
1480
583
3566
1364
004
----- ----- 1241
223
-----
----- 1343
1490
565
3558
1288
004
----- ----- 11 12
084
-----
----- 1200
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report Page
English
Hyd. No. 9
100yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 26 92 cfs
Storm frequency
= 100 yrs
Time Interval
= 6 min
Inflow hyd No
= 6
Reservoir name
= Brunswick Fores
Max Elevation
= 37 82 ft
Max Storage
= 147,305 cuft
Storage indiwhon method! used
Total Volume = 381 846 Cuft
Hydrograph
Discharge
Table
Time
Inflow
Elevation
Clv A
Clv B Clv C
Clv D Wr A
Wr B
Wr C Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
11 10
620
3461
422
006 -----
----- 039
-----
----- -----
045
11 20
659
3469
437
007 -----
----- 082
-----
----- -----
089
11 30
706
3476
451
007 -----
----- 1 36
-----
----- -----
143
1140
763
3484
462
007 -----
----- 1 96
-----
----- -----
203
11 50
830
3491
468
007 -----
----- 263
-----
----- -----
270
11 60
925
3499
462
008 -----
----- 338
-----
----- -----
345
11 70
1087
3506
596
007 -----
----- 418
-----
----- -----
425
11 80
1358
3515
761
006 -----
----- 519
-----
----- -----
525
11 90
1757
3526
929
004 -----
----- 660
-----
----- -----
664
1200
2458
3542
1121
004 -----
----- 873
-----
----- -----
877
1210
3416
3564
1340
004 -----
----- 11 99
1 73
----- -----
1304
1220
4346
3592
1584
----- -----
----- 1678
906
----- -----
1584
1230
4924
3624
1816
----- -----
----- 2268
2093
----- -----
1816
1240
50 82 <<
3656
2026
----- -----
----- 2929
3606
229 -----
2026
1250
5048
3687
2208
----- -----
----- 3611
5290
2710 -----
2208
1260
4851
3713
2353
----- -----
----- 4234
6897
6076 -----
2353
1270
4548
3735
2465
----- -----
----- 4766
8311
9429 -----
2465
1280
41 95
3753
2553
----- -----
----- 5214
9523
12493 -----
2553
1290
3821
3766
2618
----- -----
----- 5565
10487
15025 -----
2618
1300
3430
3775
2662
----- -----
----- 5813
111 72
16868 -----
2662
1310
3024
3781
2686
----- -----
----- 5953
11561
17925 -----
2686
1320
2616
37 82 <<
2692
----- -----
----- 5986
11655
181 84 -----
26 92 <<
1330
2220
3779
2680
----- -----
----- 5918
11464
17660 -----
2680
1340
1849
3773
2652
----- -----
----- 5758
11021
16459 -----
2652
1350
15 16
3764
2610
----- -----
----- 5521
10365
14702 -----
2610
1360
1274
3753
2555
----- -----
----- 5228
9562
12594 -----
2555
1370
11 25
3741
2494
----- -----
----- 4907
8691
10368 -----
2494
1380
1018
3728
2427
----- -----
----- 4579
7811
8209 -----
2427
1390
944
3714
2357
----- -----
----- 4253
6948
61 93 -----
2357
1400
890
3701
2286
----- -----
----- 3936
6122
4372 -----
2286
1410
847
3687
2206
----- -----
----- 3604
5273
2678 -----
2206
1420
809
3673
21 26
----- -----
----- 3289
4483
1308 -----
21 26
1430
776
3659
2045
----- -----
----- 2993
3760
344 -----
2045
1440
747
3646
1963
----- -----
----- 2718
31 09
----- -----
1963
1450
721
3634
1883
----- -----
----- 2463
2525
----- -----
1883
1460
697
3622
1802
----- -----
----- 2228
2005
----- -----
1802
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILNIINGTON, NC 28401

BRUNSWICK FOREST Phase 6 — Wet detention / retention pond (Pond No 10)
Additional Calculation Summary for NCDENR / DWQ Wellness Center
WATER QUALITY CONSIDERATIONS -
Impervious area calculations See Project Data Sheet
TOTAL IMPERVIOUS = 5 5 acres
TOTAL AREA DRAINING TO POND = 12 6 acres
12 6 acres total — 5 5 acres impervious = 7 1 acre green area
SAREQUIRED 55/126=044or44%
At 7 0' depth, 90% TSS removal, from chart — SA/DA factor = 1 7
12 6 x 0 01 x 1 7= 9,500 sf SA REQUIRED
At Elev = 33 0 79,000 sf SA PROVIDED
VOLUME REQUIRED R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A 1 and A 2, "Controlling Urban Runoff
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
(PI)= 0 9
(Rv)= 0 05 + 0 9(5 5/12 6) = 0 443
(A)= 12 6
R= [(1)(0 443)/12](12 6) = 0 465 acre-feet
= 20,500 cf REQUIRED STORAGE
At Elev = 34 5 = 130,000 cf PROVIDED STORAGE
DRAWDOWN
Average head from storage elevation to orifice -
345-330/2=:�-& 0`7v'
2" PVC drain to draw -down REQUIRED STORAGE
Orifice equation Q = CA(2gh)^1/2 (D.-75�
Q= 0 6( 022)(64 4 X a-5)^9/2
= a4-ae cfs , cn92 c-r5
T = 2 days OKAY S
FOREBAY REQUIREMENTS —
Required capacity = 273,725 X 20% = 54,745 cf
Provided capacity = 54,350 cf (20%)
8829DWQ-Nol0 doc
3--1 91 C G
6
SEP 1 9 2006
t1J
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGT0N NC 28401

Brunswick Forest - Pond 10
STAGE - STORAGE TABLES
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR
INCR
INCR
ELEV
AREA
VOL
STORAGE
STORAGE
(ft)
(so
(cf)
(co
(ac-ft)
33 0
79,400
-
-
-
34 0
87,500
83,450
83,450
1 92
35.0
95,700
91,600
175,050
4.02
360
104,200
99,950
275,000
631
370
112,800
108,500
383,500
880
380
121,500
117,150
500,650
1149
STATE STORAGE VOLUME
-
175,050
4.02
stage8829-10 xIs
ItECEI V il'ilJ
SEP 0 1 2006
BY
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Brunswick Forest - Pond 10
STAGE - STORAGE TABLES
MAIN BODY OF POND -
FOREBAY -
Below WSEL
MAIN
TOTAL
TOTAL
TOTAL
INCR
INCR
ELEV
AREA
AREA
VOL
STORAGE
AREA
VOL
STORAGE
(ft)
(so
(sf)
(cf)
(cf)
(so
(cf)
(cf)
33 0
62,500
79,400
-
-
16,900
-
-
32 0
49,000
63,500
35,725
35,725
14,500
7,850
7,850
310
43,000
55,500
59,500
95,225
12,500
13,500
21,350
300
37,000
46,500
51,000
146,225
9,500
11,000
32,350
20
30,000
37,500
42,000
188,225
7,500
8,500
40,850
280
26,000
31,500
34,500
222,725
5,500
6,500
47,350
270
22,000
25,500
28,500
251,225
3,500
4,500
51,850
260
18,000
19,500
22,500
273,725
1,500
2,500
54,350
FOREBAY-
TOTAL POND
VOLUME -
273,725
Percent Volume=
20%
FOREBAY VOLUME -
54,350
PERCENT OF
VOLUME -
20%
storage8829-10 xIs
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Reservoir Report
Reservoir No 1 - Brunswick Forest No 10
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Page 1
English
Stage
ft
000
1 00
200
300
400
500
Elevation
ft
3300
34 00
3500
3600
3700
3800
Contour area
sqft
79,400
87,500
95,700
104,200
112,800
121,500
Incr Storage Total storage
cuft cuft
0 0
83,450 83,450
91,600 175,050
99,950 275,000
108,500 383,500
117,150 500,650
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [D]
[A]
[B]
[C]
[D]
Rise in =
240
2 0 0 0 0 0
Crest Len ft= 3 0
100
400
0 0
Span in =
240
2 0 0 0 0 0
Crest El ft = 3450
3550
3650
000
No Barrels =
1
1 0 0
Weir Coeff = 330
330
300
000
Invert El ft =
3300
3300 000 000
Eqn Exp = 1 50
1 50
1 50
000
Length ft =
850
100 0 0 0 0
Multi -Stage = Yes
Yes
Yes
No
Slope % =
010
0 01 000 000
N-Value =
013
013 000 000
Orif Coeff =
060
060 000 000
Multi -Stage =
-----
Yes No No
Tailwater Elevation = 34 00 ft
Stage / Storage / Discharge Table
Note All oudlov,s have been analyzed under inlet and outlet control
Stage Storage
Elevation
Clv A CIv B
CIv C Clv D Wr A Wr B
Wr C
Wr D
Discharge
ft cuft
ft
cfs cfs
cfs cis cfs cfs
cfs
cfs
cfs
000 0
3300
000 000
--- --- 000 000
000
---
000
1 00 83,450
34 00
000 000
--- --- 000 000
000
---
000
200 175,050
3500
4 61 008
--- --- 3 50 000
000
---
358
300 275,000
3600
1645 000
--- --- 1819 1167
000
---
1645
4 00 383,500
3700
22 81 000
--- --- 3913 6062
4243
---
2281
500 500,650
3800
2774 000
--- --- 64 82 13044
22045
---
2774
HANOVER DESIGN SERVICES
319 %UNUT STREET
WILIMINGTON, NC 28401

HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Project 8829-10 GPW
OF
newhanover OF
9 hyd's
08-04-2006

Hydrograph Summary Report
Page 1
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1747
6
756
162 912
10
----
------
----
10yr Predev
2
SCS Runoff
2593
6
756
240 198
50
----
------
-----
50yr Predev
3
SCS Runoff
3026
6
756
280 267
100
----
------
------
100yr Predev
4
SCS Runoff
2727
6
744
214 714
10
---
-----
------
10yr Postdev
5
SCS Runoff
3792
6
744
300 416
50
----
----
---
50yr Postdev
6
SCS Runoff
4325
6
744
343 988
100
----
------
------
100yr Postdev
7
Reservoir
223
6
990
103 361
10
4
3486
162 257
10yr Post -Route
8
Reservoir
594
6
858
188 894
50
5
3521
195 819
50yr Post -Route
9
Reservoir
857
6
828
232,411
100
6
3541
215,568
100yr Post -Route
HANIOVE
I DESIGN SERVICES
319 WALNUT
STREET
WILIM
NGTON, NC 28401
Proj file 8829-10 GPW
IDF file newhanover IDF
Run date 08-04-2006

Hydrograph Report
Hyd. No. 1
10yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 10 yrs
= 12 60 ac
= 04%
= USER
= 7 00 in
= 24 hrs
Peak discharge
Time Interval
Curve number
Page 1
English
= 17 47 cfs
= 6 min
= 70
Hydraulic length = 1000 ft
Time of conc (Tc) = 30 min
Distribution = Type III
Shape factor = 242
Total Volume = 162 912 cult
Hydrograph Discharge Table
Time --
Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
960
020
1280
1676
1600
243
1920
1 11
970
023
1290
1609
1610
236
1930
1 10
980
027
1300
1533
1620
228
1940
1 08
990
032
1310
1450
1630
221
1950
1 07
1000
036
1320
1360
1640
214
1960
1 06
1010
041
1330
1266
1650
207
1970
1 05
1020
047
1340
11 69
1660
201
1980
1 04
1030
053
1350
1069
1670
1 96
1990
1 03
1040
059
1360
968
1680
1 90
2000
1 02
1050
066
1370
866
1690
1 85
2010
1 00
1060
073
1380
765
1700
1 80
2020
099
1070
081
1390
669
1710
1 75
2030
098
1080
090
1400
580
1720
1 71
2040
097
1090
099
1410
511
1730
1 67
2050
096
11 00
1 09
1420
466
1740
1 63
2060
095
11 10
1 19
1430
432
1750
1 59
2070
094
11 20
1 31
1440
407
1760
1 55
2080
093
11 30
1 45
1450
389
1770
1 52
2090
092
11 40
1 62
1460
373
1780
148
21 00
091
11 50
1 82
1470
360
1790
1 45
21 10
090
11 60
208
1480
348
1800
1 41
21 20
089
11 70
249
1490
337
1810
1 38
21 30
088
11 80
3 13
1500
327
1820
1 34
21 40
087
11 90
413
1510
317
1830
1 31
21 50
086
1200
598
1520
308
1840
1 28
21 60
085
1210
869
1530
299
1850
1 25
21 70
084
1220
1160
1540
291
1860
1 23
21 80
083
1230
1443
1550
282
1870
1 20
21 90
082
1240
1640
1560
274
1880
1 18
2200
081
1250
1722
1570
266
1890
116
2210
081
1260
1747<<
1580
259
1900
114
2220
082
1270
1727
1590
251
1910
113
2230
082
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMNGFON, NC 28401

Hydrograph Report Page 1
English
Hyd. No. 2
50yr Predev
Hydrograph type
= SCS Runoff
Peak discharge
= 25 93 cfs
Storm frequency
= 50 yrs
Time Interval
= 6 min
Drainage area
= 12 60 ac
Curve number
= 70
Basin Slope
= 0 4 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conc (Tc)
= 30 min
Total precip
= 9 00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 240 198 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
890
030
1210
1361
1530
414
1850
1 72
900
034
1220
1784
1540
402
1860
1 68
910
039
1230
21 91
1550
391
1870
1 65
920
044
1240
2464
1560
379
1880
1 62
930
050
1250
2570
1570
368
1890
1 59
940
055
1260
25 93 <<
1580
357
1900
1 57
950
061
1270
2553
1590
347
1910
1 54
960
068
1280
2469
1600
336
1920
1 52
970
075
1290
2363
1610
325
1930
1 50
980
082
1300
2244
1620
3 15
1940
1 48
990
089
1310
21 16
1630
305
1950
1 47
1000
097
1320
1979
1640
295
1960
1 45
1010
1 05
1330
1835
1650
286
1970
1 43
1020
1 14
1340
1688
1660
277
1980
1 42
1030
1 23
1350
1538
1670
269
1990
1 40
1040
1 33
1360
1387
1680
262
2000
1 39
1050
1 44
1370
1235
1690
255
2010
1 38
1060
1 56
1380
1086
1700
248
2020
1 36
1070
1 69
1390
945
1710
241
2030
1 35
1080
1 82
1400
815
1720
235
2040
1 33
1090
1 97
1410
716
1730
229
2050
1 32
11 00
2 12
1420
651
1740
224
2060
1 30
11 10
228
1430
603
1750
219
2070
1 29
11 20
247
1440
567
1760
213
2080
1 28
11 30
269
1450
541
1770
208
2090
1 26
11 40
295
1460
519
1780
203
21 00
1 25
11 50
325
1470
500
1790
1 99
21 10
1 23
11 60
366
1480
483
1800
1 94
21 20
1 22
11 70
430
1490
468
1810
1 89
21 30
1 20
11 80
530
1500
453
1820
1 84
2140
1 19
11 90
683
1510
440
1830
1 80
21 50
1 17
1200
962
1520
427
1840
1 76
21 60
1 16
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMING`I'ON, NC 28401

Hydrograph
Report
Page 1
English
Hyd. No. 3
100yr Predev
Hydrograph type
= SCS Runoff
Peak discharge
= 30
26 cfs
Storm frequency
= 100 yrs
Time interval
= 6
min
Drainage area
= 12 60 ac
Curve number
= 70
Basin Slope
= 0 4 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conic (Tc) = 30
min
Total precip =
10 00 in
Distribution
= Type III
Storm duration =
24 hrs
Shape factor
= 242
Total Volume = 280,267 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
850 031
1170
527
1490
533
1810
215
860 035
11 80
646
1500
517
1820
209
870 039
1190
827
1510
501
1830
204
880 044
1200
11 54
1520
486
1840
200
890 049
1210
1619
1530
472
1850
1 95
900 055
1220
21 08
1540
458
1860
1 91
910 061
1230
2577
1550
445
1870
1 88
920 067
1240
2888
1560
432
1880
1 84
930 074
1250
3004
1570
419
1890
1 81
940 081
1260
30 26 <<
1580
407
1900
1 78
950 089
1270
2975
1590
394
1910
1 75
960 097
1280
2874
1600
382
1920
1 73
970 1 05
1290
2747
1610
370
1930
1 71
980 1 14
1300
2607
1620
358
1940
1 68
990 1 23
1310
2455
1630
346
1950
1 66
1000 1 32
1320
2293
1640
335
1960
1 64
1010 1 42
1330
21 24
1650
325
1970
1 63
1020 1 52
1340
1951
1660
315
1980
1 61
1030 1 64
1350
1776
1670
306
1990
1 59
1040 1 76
1360
1598
1680
298
2000
1 58
1050 1 89
1370
1421
1690
289
2010
1 56
1060 203
1380
1248
1700
282
2020
1 54
1070 218
1390
1083
1710
274
2030
1 53
1080 234
1400
932
1720
267
2040
1 51
1090 251
1410
818
1730
261
2050
1 50
11 00 269
1420
743
1740
254
2060
1 48
11 10 288
1430
688
1750
248
2070
1 46
11 20 311
1440
647
1760
242
2080
1 45
11 30 336
1450
617
1770
237
2090
1 43
1140 367
1460
592
1780
231
21 00
1 41
11 50 403
1470
570
1790
225
2110
1 40
11 60 452
1480
551
1800
220
21 20
1 38
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph
Report
Page 1
English
Hyd. No. 4
10yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge
= 27
27 cfs
Storm frequency
= 10 yrs
Time Interval
= 6
min
Drainage area
= 12 60 ac
Curve number
= 80
Basin Slope
= 0 4 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conc (Tc) = 20
min
Total precip
= 7 00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume
= 214 714 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
800 030
11 20
296
1440
429
1760
1 69
810 032
11 30
320
1450
415
1770
1 65
820 035
1140
350
1460
401
1780
161
830 039
11 50
385
1470
389
1790
1 57
840 042
11 60
434
1480
377
1800
1 53
850 046
11 70
518
1490
366
1810
149
860 050
11 80
658
1500
355
1820
1 46
870 054
11 90
868
1510
345
1830
1 42
880 059
1200
1243
1520
336
1840
1 39
890 064
1210
1768
1530
326
1850
1 36
900 070
1220
2287
1540
317
1860
1 34
910 075
1230
2621
1550
308
1870
131
920 081
1240
27 27 <<
1560
299
1880
1 29
930 087
1250
2725
1570
290
1890
1 27
940 094
1260
2632
1580
281
1900
1 26
950 1 01
1270
2478
1590
272
1910
1 24
960 1 08
1280
2295
1600
263
1920
1 23
970 1 15
1290
2099
1610
254
1930
1 22
980 1 23
1300
1892
1620
245
1940
1 20
990 1 31
1310
1677
1630
237
1950
1 19
1000 1 39
1320
1458
1640
230
1960
1 18
1010 147
1330
1244
1650
223
1970
117
1020 1 56
1340
1043
1660
216
1980
1 15
1030 1 66
1350
860
1670
2 10
1990
1 14
1040 1 76
1360
726
1680
205
2000
1 13
1050 1 88
1370
642
1690
200
2010
1 12
1060 200
1380
582
1700
1 95
2020
1 11
1070 214
1390
541
1710
1 90
2030
1 09
1080 228
1400
511
1720
1 86
2040
1 08
1090 243
1410
486
1730
1 81
2050
1 07
11 00 258
1420
465
1740
1 77
2060
1 06
11 10 276
1430
446
1750
1 73
2070
1 05
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILTMINGTON rTr 2o401

Hydrograph Report Page
English
Hyd. No. 5
50yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge
= 37 92 cfs
Storm frequency
= 50 yrs
Time interval
= 6 min
Drainage area
= 12 60 ac
Curve number
= 80
Basin Slope
= 0 4 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conc (Tc)
= 20 min
Total precip
= 9 00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 300 416 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
720
038
1040
287
1360
974
1680
272
730
041
1050
304
1370
861
1690
265
740
045
1060
321
1380
780
1700
258
750
048
1070
340
1390
724
1710
252
760
052
1080
360
1400
683
1720
246
770
056
1090
381
1410
650
1730
241
780
060
11 00
404
1420
621
1740
235
790
064
1110
428
1430
596
1750
230
800
068
11 20
456
1440
574
1760
225
810
073
1130
491
1450
554
1770
219
820
077
11 40
533
1460
536
1780
2 14
830
082
11 50
582
1470
519
1790
209
840
088
11 60
652
1480
503
1800
203
850
094
11 70
771
1490
488
1810
1 98
860
1 00
11 80
970
1500
474
1820
1 93
870
1 07
11 90
1266
15 10
460
1830
1 89
880
1 14
1200
1789
1520
447
1840
1 84
890
1 22
1210
2510
1530
435
1850
1 81
900
1 30
1220
32 16
1540
422
1860
1 77
910
1 39
1230
3661
1550
410
1870
1 74
920
1 48
1240
37 92 <<
1560
398
1880
1 71
930
1 58
1250
3776
1570
386
1890
1 69
940
1 67
1260
3636
1580
374
1900
1 67
950
1 78
1270
3415
1590
362
1910
1 65
960
1 88
1280
31 55
1600
350
1920
1 63
970
1 99
1290
2879
1610
338
1930
1 61
980
2 10
1300
2589
1620
326
1940
1 59
990
221
1310
2288
1630
3 15
1950
1 58
1000
233
1320
1983
1640
305
1960
1 56
1010
245
1330
1687
1650
296
1970
1 55
1020
258
1340
1409
1660
287
1980
1 53
1030
272
1350
11 58
1670
279
1990
1 51
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILINIINGPON, NC 28401

Hydrograph Report
Hyd. No 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 100 yrs
= 12 60 ac
= 04%
= USER
= 1000in
= 24 hrs
Peak discharge
Time Interval
Curve number
Hydraulic length
Time of conc (Tc)
Distribution
Shape factor
Page 1
English
= 43 25 cfs
= 6 min
= 80
= 1000 ft
= 20 min
= Type III
= 242
Total Volume = 343 988 cult
Hydrograph Discharge Table
Time -- Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
700
046
1020
312
1340
1591
1660
322
710
050
1030
328
1350
1306
1670
314
720
054
1040
346
1360
1098
1680
305
730
058
1050
365
1370
970
1690
297
740
062
1060
385
1380
879
1700
290
750
066
1070
407
1390
815
1710
283
760
071
1080
430
1400
769
1720
277
770
075
1090
454
1410
732
1730
270
780
080
11 00
479
1420
699
1740
264
790
085
11 10
507
1430
670
1750
258
800
090
11 20
539
1440
645
1760
252
810
095
11 30
579
1450
623
1770
246
820
1 01
11 40
627
1460
602
1780
240
830
1 07
11 50
684
1470
583
1790
234
840
1 13
11 60
764
1480
565
1800
228
850
1 20
11 70
901
1490
548
1810
222
860
1 28
11 80
11 30
1500
532
1820
217
870
1 36
11 90
1468
1510
517
1830
212
880
1 45
1200
2065
1520
502
1840
207
890
1 54
1210
2884
1530
488
1850
203
900
1 64
1220
3683
1540
474
1860
1 99
910
1 74
1230
41 83
1550
461
1870
1 95
920
1 85
1240
43 25 <<
1560
447
1880
1 92
930
1 96
1250
4301
1570
434
1890
1 89
940
207
1260
41 38
1580
420
1900
1 87
950
219
1270
3883
1590
406
1910
1 85
960
231
1280
3585
1600
393
1920
1 83
970
244
1290
3269
1610
379
1930
1 81
980
257
1300
2937
1620
366
1940
1 79
990
270
1310
2592
1630
354
1950
1 77
1000
283
1320
2245
1640
343
1960
1 75
1010
297
1330
1907
1650
332
1970
1 73
Continues on next page
HL,,OVER DESIGN SERVICES
319 WALNUT fiTRF.FT
771TY1 APT,- m' -,` ttll

Hydrograph Report Page
Hyd No. 7
10yr Post -Route
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd No = 4
Max Elevation = 34 86 ft
Peak discharge
Time interval
Reservoir name
Max Storage
English
= 2 23 cfs
= 6 min
= Brunswick Fores
= 162,257 cult
Storage Ind¢ahon method used Total Volume = 103,361 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
1280
2295
3417
295
003
----- ----- -----
----- ----- ----- 003
1290
2099
3425
321
004
----- ----- -----
----- ----- ----- 004
1300
1892
3433
343
005
----- ----- -----
----- ----- ----- 005
1310
1677
3440
366
005
----- ----- -----
----- ----- ----- 005
1320
1458
3446
384
005
----- ----- -----
----- ----- ----- 005
1330
1244
3452
399
006
----- ----- 005
----- ----- ----- Oil
1340
1043
3456
410
006
----- ----- 019
----- ----- ----- 025
1350
860
3460
419
006
----- ----- 031
----- ----- ----- 037
1360
726
3463
425
006
----- ----- 047
----- ----- ----- 053
1370
642
3465
430
006
----- ----- 061
----- ----- ----- 067
1380
582
3467
434
006
----- ----- 073
----- ----- ----- 079
1390
541
3469
438
007
----- ----- 084
----- ----- ----- 090
1400
511
3471
441
007
----- ----- 095
----- ----- ----- 1 01
1410
486
3472
444
007
----- ----- 1 06
----- ----- ----- 1 13
1420
465
3474
447
007
----- ----- 1 16
----- ----- ----- 1 23
1430
446
3475
449
007
----- ----- 1 26
----- ----- ----- 1 33
1440
429
3476
451
007
----- ----- 1 35
----- ----- ----- 142
1450
415
3477
453
007
----- ----- 143
----- ----- ----- 1 50
1460
401
3478
455
007
----- ----- 1 50
----- ----- ----- 1 57
1470
389
3479
457
007
----- ----- 1 57
----- ----- ----- 1 64
1480
377
3480
458
007
----- ----- 1 63
----- ----- ----- 1 70
1490
366
3481
459
007
----- ----- 1 70
----- ----- ----- 1 77
1500
355
3482
460
007
----- ----- 1 76
----- ----- ----- 1 83
15 10
345
3482
460
007
----- ----- 1 82
----- ----- ----- 1 89
1520
336
3483
461
007
----- ----- 1 87
----- ----- ----- 1 94
1530
326
3483
462
007
----- ----- 1 92
----- ----- ----- 1 99
1540
317
3484
462
007
----- ----- 1 96
----- ----- ----- 203
1550
308
3484
462
007
----- ----- 200
----- ----- ----- 207
1560
299
3485
463
007
----- ----- 203
----- ----- ----- 210
1570
290
3485
463
007
----- ----- 206
----- ----- ----- 2 13
1580
281
3485
464
007
----- ----- 208
----- ----- ----- 2 16
1590
272
3485
464
007
----- ----- 210
----- ----- ----- 218
1600
263
3486
464
007
----- ----- 212
----- ----- ----- 219
1610
254
3486
464
007
----- ----- 2 13
----- ----- ----- 221
1620
245
3486
464
007
----- ----- 214
----- ----- ----- 222
1630
237
3486
464
007
----- ----- 215
----- ----- ----- 222
Continues on next page
HAAIOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph
Report
Page 1
English
Hyd. No 8
50yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 5 94 cfs
Storm frequency
= 50 yrs
Time Interval
= 6 min
Inflow hyd No
= 5
Reservoir name
= Brunswick Fores
Max Elevation
= 35 21 ft
Max Storage
= 195,819 cuft
Storage Indication method used
Total Volume = 188,894 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
ION C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
1270
3415
3454
405
006
----- ----- 013
----- ----- ----- 019
1280
31 55
3467
433
006
----- ----- 071
----- ----- ----- 077
1290
2879
3478
455
007
----- ----- 1 50
----- ----- ----- 1 57
1300
2589
3488
467
007
----- ----- 235
----- ----- ----- 242
1310
2288
3497
463
007
----- ----- 317
----- ----- ----- 325
1320
1983
3503
535
007
----- ----- 387
----- ----- ----- 395
1330
1687
3508
646
007
----- ----- 443
----- ----- ----- 450
1340
1409
3512
7 18
006
----- ----- 488
----- ----- ----- 495
1350
11 58
3515
764
006
----- ----- 522
----- ----- ----- 527
1360
974
3517
795
005
----- ----- 544
----- ----- ----- 550
1370
861
3518
816
005
----- ----- 560
----- ----- ----- 565
1380
780
3519
831
005
----- ----- 571
----- ----- ----- 575
1390
724
3520
841
004
----- ----- 578
----- ----- ----- 583
1400
683
3520
847
004
----- ----- 584
----- ----- ----- 588
1410
650
3521
851
004
----- ----- 587
----- ----- ----- 592
1420
621
3521
853
004
----- ----- 589
----- ----- ----- 594
1430
596
3521 <<
854
004
----- ----- 590
----- ----- ----- 5 94 <<
1440
574
3521
853
004
----- ----- 589
----- ----- ----- 594
1450
554
3521
852
004
----- ----- 588
----- ----- ----- 592
1460
536
3520
850
004
----- ----- 586
----- ----- ----- 590
1470
519
3520
847
004
----- ----- 583
----- ----- ----- 587
1480
503
3520
843
004
----- ----- 580
----- ----- ----- 584
1490
488
3520
838
005
----- ----- 576
----- ----- ----- 580
1500
474
3519
832
005
----- ----- 572
----- ----- ----- 576
1510
460
3519
826
005
----- ----- 567
----- ----- ----- 572
1520
447
3519
819
005
----- ----- 562
----- ----- ----- 567
1530
435
3518
812
005
----- ----- 557
----- ----- ----- 562
1540
422
35 18
804
005
----- ----- 551
----- ----- ----- 556
1550
410
3517
796
005
----- ----- 545
----- ----- ----- 550
1560
398
3517
787
005
----- ----- 539
----- ----- ----- 544
1570
386
3516
779
005
----- ----- 533
----- ----- ----- 538
1580
374
3515
769
005
----- ----- 526
----- ----- ----- 531
1590
362
35 15
760
006
----- ----- 519
----- ----- ----- 525
1600
350
3514
750
006
----- ----- 512
----- ----- ----- 518
1610
338
3514
740
006
----- ----- 505
----- ----- ----- 510
1620
326
3513
730
006
----- ----- 497
----- ----- ----- 503
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report Page 1
English
Hyd. No. 9
100yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 8 57 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd No
= 6
Reservoir name
= Brunswick Fores
Max Elevation
= 35 41 ft
Max Storage
= 215,568 cuft
Storage Indication method! used
Total Volume = 232 411 tuft
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
1260
41 38
3463
425
006
----- ----- 046
----- ----- ----- 053
1270
3883
3478
454
007
----- ----- 1 48
----- ----- ----- 1 55
1280
3585
3492
467
007
----- ----- 269
----- ----- ----- 276
1290
3269
3504
540
007
----- ----- 390
----- ----- ----- 397
1300
2937
35 13
732
006
----- ----- 498
----- ----- ----- 504
1310
2592
3521
859
004
----- ----- 595
----- ----- ----- 599
1320
2245
3528
947
004
----- ---- 677
----- ----- ----- 681
1330
1907
3532
1010
004
----- ----- 742
----- ----- ----- 746
1340
1591
3536
1052
004
----- ----- 791
----- ----- ----- 795
1350
1306
3538
1080
004
----- ----- 822
----- ----- ----- 826
1360
1098
3540
1096
004
----- ----- 840
----- ----- ----- 844
1370
970
3540
11 03
004
----- ----- 849
----- ----- ----- 854
1380
879
3541 <<
11 06
004
----- ----- 853
----- ----- ----- 8 57 <<
1390
815
3541
11 05
004
----- ----- 853
----- ----- ----- 857
1400
769
3540
11 03
004
----- ----- 849
----- ----- ----- 853
1410
732
3540
1099
004
----- ----- 844
----- ----- ----- 848
1420
699
3539
1093
004
----- ----- 838
----- ----- ----- 842
1430
670
3539
1087
004
----- ----- 830
----- ----- ----- 834
1440
645
3538
1079
004
----- ----- 822
----- ----- ----- 826
1450
623
3538
1071
004
----- ----- 812
----- ----- ----- 8 16
1460
602
3537
1063
004
----- ----- 803
----- ----- ----- 807
1470
583
3536
1054
004
----- ----- 792
----- ----- ----- 796
1480
565
3535
1044
004
----- ----- 782
----- ----- ----- 786
1490
548
3535
1035
004
----- ----- 771
----- ----- ----- 775
1500
532
3534
1025
004
----- ----- 759
----- ----- ----- 763
1510
517
3533
1015
004
----- ----- 748
----- ----- ----- 752
1520
502
3532
1004
004
----- ----- 736
----- ----- ----- 740
1530
488
3531
994
004
----- ----- 724
----- ----- ----- 728
1540
474
3530
984
004
----- ----- 7 13
----- ----- ----- 716
1550
461
3529
972
004
----- ----- 701
----- ----- ----- 705
1560
447
3529
960
004
----- ----- 690
----- ----- ----- 694
1570
434
3528
948
004
----- ----- 678
----- ----- ----- 682
1580
420
3527
936
004
----- ----- 667
----- ----- ----- 671
1590
406
3526
923
004
----- ----- 655
----- ----- ----- 659
1600
393
3525
911
004
----- ----- 643
----- ----- ----- 647
1610
379
3524
898
004
----- ----- 631
----- ----- ----- 636
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILMINGTON, NC 28401

Hydraflow Plan View
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Protect file 8829-9 stm IDF file WILMINGTON IDF No Lines 17 08-10-2006

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGLTMsnorFNo
No
rate
size
length
EL Dn
EL Up
slope
down
up
(c�)
(in)
(k)
(kl
(k)
(%)
(k)
(k)
1
1 TO 3
3745
36 c
920
32 00
3220
0 217
3500
3520
004
End
2
3 TO 4
31 09
36 c
1560
3220
3250
0 192
3524
3550
003
1
3
4 TO 5
1943
30 c
1760
3300
3330
0 170
35 53`
35 87`
002
2
4
5 TO 6
652
24 c
1480
3380
3400
0 135
3589
3599
001
3
5
5 TO 7
639
24 c
400
3350
3370
0 500
35 89`
35 92`
001
3
6
7 TO 8
251
18 c
1970
3400
3430
0 152
35 92`
36 02`
000
5
7
7 TO 9
143
18 c
91 0
3400
3430
0 330
35 92`
35 94`
000
5
8
4 TO 4A
11 25
24 c
11 0
3300
33 10
0 909
35 53`
35 55`
002
2
9
4A TO 4B
1076
24 c
130
3310
3320
0 769
35 57`
35 60`
002
8
10
4B TO 4C
1027
24 c
11 0
3320
3330
0 909
35 62`
35 63`
0 02
9
11
5 TO 5A
611
24 c
170
3330
3340
0 588
35 89`
35 90`
001
3
12
5A TO 5B
562
24 c
120
3340
3350
0 833
35 91 `
35 91'
000
11
13
5B TO 5C
514
24 c
120
3350
3360
0 833
35 92"
35 92`
000
12
14
6 TO 6A
611
24 c
180
3400
3410
0 556
3600
3601
001
4
15
6A TO 6B
562
24 c
140
3410
3420
0 714
3601
3602
001
14
16
6B TO 6C
5 14
24 c
120
3420
3430
0 833
3602
3602
000
15
17
2 TO 3
514
24 c
320
3290
3300
0 312
35 24`
35 26`
000
1
OVER DESIGN
ERVIC
S
319 WALNUT S7
REET
ILI.MINGTON, N
1, 28401
Project File 8829-9 stm
I-D-F File WILMINGTON IDF
Total No Lines 17
Run Date 08 10-2006
NOTES c = circular e = elliptical b = box Return period = 25 Yrs ` Indicates surcharge condition

Hydraflow Storm Sewer Tabulation
Page t
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd I Rim Elev,
Line ID
coeff
(I)
now
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
UTnJ
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(m/hr)
(cfs)
(cfs)
(ftls)
(in)
N
(ft(ft)
(ft)
(ft)
(ft)
1
End
920
030
790
050
015
551
50
179
61
3745
3369
530
36
022
3220
3200
3520
3500
3730
3500
1 TO 3
2
1
1560
0 10
660
050
005
456
50
170
62
31 09
3168
440
36
0 19
3250
3220
3550
3524
3730
3730
3 TO 4
3
2
1760
010
430
050
005
279
50
161
63
1943
1834
396
30
017
3330
3300
3587
3553
3730
3730
4 TO 5
4
3
1480
010
1 30
050
005
097
50
152
64
652
901
208
24
0 14
3400
3380
3599
3589
3750
3730
5 TO 6
5
3
400
060
1 70
050
030
085
50
11 1
70
639
1733
203
24
050
3370
3350
3592
3589
3740
3730
5 TO 7
6
5
1970
070
070
050
035
035
100
100
72
251
444
1 42
18
015
3430
3400
3602
3592
3760
3740
7 TO 8
7
5
91 0
040
040
050
020
020
100
100
72
143
653
081
18
033
3430
3400
3594
3592
3760
3740
7 TO 9
8
2
11 0
010
220
060
006
1 72
50
151
64
11 25
2336
358
24
091
33 10
3300
3555
3553
3730
3730
4 TO 4A
9
8
130
010
2 10
060
006
1 66
50
151
64
1076
21 49
343
24
077
3320
3310
3560
3557
3730
3730
4A TO 4B
10
9
11 0
200
200
080
1 60
1 60
150
150
64
1027
2336
327
24
091
3330
3320
3563
3562
3730
3730
46 TO 4C
11
3
170
010
1 20
060
006
092
50
15 1
64
611
1879
1 95
24
059
3340
3330
3590
3589
3730
3730
5 TO 5A
12
11
120
0 10
1 10
060
006
086
50
151
64
562
2237
1 79
24
083
3350
3340
3591
3591
3730
3730
5A TO 5B
13
12
120
1 00
1 00
080
080
080
150
150
64
514
2237
1 63
24
083
3360
3350
3592
3592
3730
3730
5B TO 5C
14
4
180
010
1 20
060
006
092
50
15 1
64
611
1826
1 96
24
056
3410
3400
3601
3600
3750
3750
6 TO 6A
15
14
140
010
1 10
060
006
086
50
151
64
562
2071
1 85
24
071
3420
34 10
3602
3601
3750
3750
6A TO 6B
16
15
120
1 00
1 00
080
080
080
150
150
64
5 14
2237
1 75
24
083
3430
3420
3602
3602
3750
3750
6B TO 6C
17
1
320
1 00
1 00
080
080
080
150
150
64
5 14
1370
163
24
031
3300
3290
3526
3524
3730
3730
2 TO 3
ANGTER
D
SIGN
SER
CES
31
WAL
UT S
REE
WIL
MING
ON,
C 284
1
Project File 8829-9 stm
I-D-F File WILMINGTON IDF
Total number of lines 17
Run Date 08-10-2006
NOTES Intensity = 155 43 / (Tc + 26 20) " 0 86 Return period = 25 Yrs , Initial tailwater elevation = 35 00 (ft) Total Flows limited to inlet captured flows

Hydraflow Inlet Report
Page 1
Line
No
Line ID
A
(ac)
Inlet
time
(min)
I
(mlhr)
C
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
byp
(cfs)
Junc
type
Curb Inlet
Grate Inlet
Gutter
Flow
Byp
line
No
Ht
(in)
L
(ft)
area
(sqft)
L
(ft)
W
(ft)
So
(tuft)
W
(ft)
Sw
Mitt)
Sx
Milt)
depth
(ft)
spread
(ft)
1
1 TO 3
030
50
8 15
050
1 22
000
1 22
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
0 13
310
Offsite
2
3 TO 4
0 10
50
815
050
041
000
041
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
006
1 43
1
3
4 TO 5
010
50
8 15
050
041
000
041
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
006
1 43
2
4
5 TO 6
010
50
815
050
041
000
041
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
006
143
3
5
5 TO 7
060
50
8 15
050
244
000
244
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
026
1257
3
6
7T08
070
100
717
050
251
000
251
000
Grate
00
000
200
200
200
Sag
250
0021
0021
027
1280
4
7
7 TO 9
040
100
717
050
143
000
143
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
019
881
5
8
4 TO 4A
010
50
815
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
2
9
4A TO 4B
010
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
8
10
4B TO 4C
200
150
642
080
1027
000
1027
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
052
1238
9
11
5 TO 5A
010
50
815
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
3
12
5A TO 5B
010
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
11
13
5B TO 5C
1 00
150
642
080
514
000
514
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
033
786
12
14
6 TO 6A
010
50
815
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
4
15
6A TO 6B
010
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
14
16
6B TO 6C
1 00
150
642
080
514
000
5 14
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
033
786
15
17
2 TO 3
1 00
150
642
080
5 14
000
5 14
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
033
786
1
OVER DESIG
, SERVICES
319 WALNUT
(JTRE
T
ILMINGTON
NC 2
401
Project File 8829-9 stm
I-D-F File WILMINGTON IDF
Total number of lines 17
Run Date 08-10-2006
NOTES Inlet N-Values = 0 013 , Design depth for grate(s) = 0 3 (ft) Intensity = 155 43 1(Inlet time + 26 20) ^ 0 86, Return period = 25 Yrs ' Indicates Known Q added

Hydraflow Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
(in)
(cfs)
(ft)
coeff
(K)
loss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sgft)
Vel
(ftls)
Val
head
(ft)
EGL
elev
(ft)
Sf
N
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sgft)
Val
(fds)
Val
head
(ft)
EGL
elev
(ft)
Sf
( % )
Ave
Sf
M)
Enrgy
loss
(ft)
1
36
3745
3200
3500
300
707
530
044
3544
0 269
920
3220
3520
300
707
530
044
3564
0 265
0 267
0 245
010
004
2
36
31 09
3220
3524
300
707
440
030
3554
0 185
156
3250
3550
300
707
440
030
3580
0 182
0 184
0 286
0 10
003
3
30
1943
3300
3553
250
491
396
024
3577
0 191
176
3330
3587
250
491
396
024
3611
0 191
0 191
0 337
010
002
4
24
652
3380
3589
200
314
208
007
3596
0 071
148
3400
3599
1 99
314
208
007
3606
0 067
0 069
0 102
0 10
001
5
24
639
3350
3589
200
3 14
203
006
3595
0 068
400
3370
3592
200
314
203
006
3598
0 068
0 068
0 027
010
001
6
18
251
3400
3592
1 50
1 77
142
003
3596
0 049
197
3430
3602
1 50
1 77
1 42
003
3605
0 049
0 049
0 096
010
000
7
18
143
3400
3592
1 50
1 77
081
001
3593
0 016
91 0
3430
3594
1 50
1 77
081
001
3595
0 016
0 016
0 014
010
000
8
24
11 25
3300
3553
200
3 14
358
020
3573
0 211
11 0
3310
3555
200
3 14
358
020
3575
0 211
0 211
0 023
010
002
9
24
1076
3310
3557
200
314
343
0 18
3575
0 193
130
3320
3560
200
3 14
343
0 18
3578
0 193
0 193
0 025
0 10
002
10
24
1027
3320
3562
200
314
327
017
3578
0 176
11 0
3330
3563
200
3 14
327
0 17
3580
0 176
0 176
0 019
010
002
11
24
611
3330
3589
200
314
1 95
006
3595
0 062
170
3340
3590
200
3 14
1 95
006
3596
0 062
0 062
0 011
0 10
001
12
24
562
3340
3591
200
314
1 79
005
3596
0 053
120
3350
3591
200
314
1 79
005
3596
0 053
0 053
0 006
0 10
000
13
24
5 14
3350
3592
200
3 14
1 64
004
3596
0 044
120
3360
3592
200
3 14
1 63
004
3596
0 044
0 044
0 005
0 10
000
14
24
611
3400
3600
200
3 14
1 95
006
3606
0 061
180
3410
3601
1 91
309
1 98
006
3607
0 054
0 057
0 010
0 10
001
15
24
562
3410
3601
1 91
309
1 82
005
3606
0 046
140
3420
3602
1 82
300
1 88
005
3607
0 046
0 046
0 006
0 10
001
16
24
514
3420
3602
1 82
300
1 71
005
3607
0 038
120
3430
3602
1 72
288
1 79
005
3607
0 041
0 039
0 005
010
000
17
24
514
3290
3524
200
3 14
1 64
004
3528
0 044
320
3300
3526
200
314
1 63
004
3530
0 044
0 044
0 014
0 10
000
MVE
R DE
IGN S
VICES
319
WALN
JT STR'ET
WILI)
INGT
N, NC
3401
Prolecl File 8829-9 stm
I-D-F File WILMINGTON IDF
Total number of lines 17
Run Date 08-10-2006
NOTES Initial tailwater elevation = 35 (ft) ' Critical depth assumed " Critical depth assumed

Storm Sewer Profile
Proi file 8829-9 st
t
Elev (ft)
450
420
390
360
330
300
Line 1 Line 2
Size 36 (in) Size 36 (in) Line 3
Size 30 (m) Line 4
Size 24 (in)
C 50 ivu iou 200 250 300 350 400 450 500 550 600
HANOVER DESIGN SERVICES Reach (ft)
319 ' kLNUT STREET
WILIMINGTON, NC 28401

Storm Sewer Profile
Proi files RR?R-G ctm
Elev (ft)
420
400
Line 5
Size 24 (In) Line 6
Size 18 (in)
380
360
340
320
0 25 bu 75 100 125 150 175 200 225 250
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Reach (ft)

Storm Sewer Profile Prol file 8829-9 stm
Elev (ft)
420
400
Line 7
Size 18 (in)
380
360
34 0
320
0 10 20 30 40 50 60 70 80 90 100
HANOVER DESIGN SERVICES Reach (ft)
319 I NUT STREET
W1LIMINGTON, NC 28401

Storm Sewer Profile Proi file 8829-9stm
Elev (ft)
41 0
Line
8
Line
9
Line
10

Storm Sewer Profile Proi file 8829-9stm
Elev (ft)
41 0
Line
Line
11
Line
12
Line
13

Storm Sewer Profile Prni Poc QQOO n
Elev (ft)
420
400
Line 14
Size 24 (in)
Line 15 Line 16
Size 24 (in) Size 24 (in)

Storm Sewer Profile Prrn FlP RR9Q_Q etm
Elev (ft)
41 0
Line 17
390 Size 24 (m)
370
350
330
31 0
0 10 20 30 40 50 60 70 80 90 100
HrANOVER DESIGN SUVICES Reach (ft)
319 V,'AL N U T S'I R; ET
WIUMING'2ON, NC 28;01

Hydraflow Plan View
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Project file 8829-10 stm IDF file WILMINGTON IDF No Lines 16 08-10-2006

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(m)
(ft)
(ft)
(ft)
(°/,)
(ft)
(ft)
(ft)
No
1
1 TO 2
3785
36 c
1500
3200
3230
0200
35 00`
35 41 `
004
End
2
2 TO 3
3283
36 c
1150
3230
3250
0 174
35 46'
35 69'
003
1
3
3 TO 4
2557
36 c
650
3250
3270
0 308
35 73`
35 81 `
002
2
4
4 TO 5
2361
36 c
1160
3270
3290
0 172
35 83'
35 95`
002
3
5
5 TO 6
1759
30 c
151 0
3330
3350
0 132
35 97`
36 21 `
002
4
6
6 TO 7
1307
30 c
1260
3350
3380
0 238
3623
3630
001
5
7
7 TO 9
9 12
18 c
680
3450
3480
0 441
36 31 `
36 75`
004
6
8
9 TO 10
326
18 c
1380
3480
3500
0 145
36 79`
36 90'
001
7
9
10 TO 11
1 30
18 c
1260
3500
3520
0 159
36 91 `
36 93`
000
8
10
7 TO 8
2 15
18 c
1320
3380
3400
0 152
36 31 `
36 36`
000
6
11
9 TO 9A
456
18 c
1420
3480
3500
0 141
36 79`
37 02'
001
7
12
9A TO 9B
261
18 c
1250
3500
3520
0 160
37 03`
37 09`
000
11
13
3 TO 3A
583
18 c
1660
3400
3430
0 181
35 73`
36 16'
002
2
14
3A TO 3B
411
18 c
850
3430
3450
0 235
36 18`
36 29`
001
13
15
3B TO 3C
205
18 c
1180
3450
3470
0 169
36 30`
36 34`
000
14
16
2 TO 2A
301
18 c
700
3380
3400
0 286
3546
3550
000
1
ffi
OVER DESIGN
ERVIC
S
M9 WALNUT S
REET
VILIMINGTON,
C 28401
Prolect File 8829-10 stm
I-D-F File WILMINGTON IDF
Total No Lines 16
Run Date 08-10-2006
NOTES c = circular, e = elliptical b = box Return period = 25 Yrs ` Indicates surcharge condition

Hydraflow Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
coeff
(1)
flow
full
Line ID
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Line
Dn
(fit)
(ac)
(ac)
(C)
(min)
(min)
(m1hr)
(cfs)
(cfs)
(R/s)
(in)
(%)
(ft)
(ft)
(ft)
(fit)
(ft)
(ft)
1
End
1500
070
910
040
028
516
100
177
6 1
3785
32 31
536
36
020
3230
3200
3541
3500
3790
35 50
1 TO 2
2
1
1150
0 50
770
040
020
446
100
170
6 2
32 83
3013
465
36
0 17
3250
3230
3569
3546
3790
3790
2 TO 3
3
2
650
040
500
0 60
024
338
5 0
129
6 7
2557
40 08
362
36
0 31
3270
32 50
3581
3573
3790
3790
3 TO 4
4
3
1160
1 20
460
070
0 84
314
100
123
6 8
2361
3000
3 34
36
0 17
32 90
3270
3595
3583
3820
3790
4 TO 5
5
4
151 0
090
340
070
063
230
100
114
6 9
1759
1617
3 58
30
013
33 50
3330
3621
35 97
3940
3820
5 TO 6
6
5
1260
0 50
250
050
025
1 67
100
107
7 1
1307
2168
266
30
024
3380
3350
3630
3623
3810
3940
6 TO 7
7
6
68 0
020
140
080
016
1 12
5 0
6 5
7 8
912
756
5 16
18
0 44
34 80
34 50
3675
36 31
3850
38 10
7 TO 9
8
7
1380
030
050
0 80
024
040
5 0
5 7
8 0
326
433
1 84
18
0 14
3500
3480
3690
3679
38 50
3850
9 TO 10
9
8
1260
020
020
0 80
0 16
016
5 0
5 0
8 1
1 30
4 53
0 74
18
016
3520
3500
36 93
36 91
38 50
3850
10 TO 11
10
6
1320
060
060
050
030
030
100
100
7 2
2 15
443
1 22
18
0 15
3400
3380
3636
3631
3660
38 10
7 TO 8
11
7
1420
030
070
080
024
056
5 0
5 7
8 0
4 56
427
2 58
18
014
3500
34 80
3702
3679
38 50
3850
9 TO 9A
12
11
1250
040
040
0 80
032
032
5 0
5 0
8 1
2 61
4 55
148
18
0 16
3520
3500
3709
3703
38 50
3850
9A TO 9B
13
2
1660
060
220
040
024
088
100
16 1
6 3
5 83
4 84
330
18
018
3430
34 00
36 16
35 73
3790
3790
3 TO 3A
14
13
85 0
0 80
1 60
040
0 32
0 64
150
157
6 3
4 11
552
233
18
024
34 50
3430
3629
36 18
3790
3790
3A TO 38
15
14
1180
0 80
0 80
040
032
032
150
150
6 4
205
468
1 16
18
0 17
3470
34 50
3634
3630
3790
3790
3B TO 3C
16
1
700
070
070
060
042
042
100
100
7 2
3 01
608
1 70
18
029
34 00
3380
3550
3546
38 00
3790
2 TO 2A
0
R D
SIGN
SERV
CES
31
W.AL
'UT S
REE
WIL
MING
PON, )
M 284
I
Project File 8829-10 stun
I-D-F File WILMINGTON IDF
Total number of lines 16
Run Date 08-10-2006
NOTES Intensity = 155 43 / (Tc + 26 20) A 0 86 Return period = 25 Yrs , Initial tailwater elevation = 35 00 (ft) Total flows limited to inlet captured flows

Hydraflowi Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)(ft)
(ft)
(ft)
M
(ft)
(ft)
(1t)
No
1
1 TO 2
3639
36 c
1500
3200
3230
0200
35 00*
35 38*
004
End
2
2 TO 3
31 37
36 c
1150
3230
3250
0 174
35 42*
35 64*
003
1
3
3 TO 4
2410
36 c
650
3250
3270
0 308
3567
3570
002
2
4
4 TO 5
2361
36 c
1160
3270
3290
0 172
3572
3583
002
3
5
5 TO 6
1759
30 c
151 0
3330
3350
0 132
35 85*
36 09*
002
4
6
6 TO 7
1307
30 c
1260
3350
3380
0 238
3611
3621
001
5
7
7 TO 9
912
18 c
680
3450
3480
0 441
36 22*
36 66•
004
6
8
9 TO 10
326
18 c
1380
3480
3500
0 145
36 70*
36 81 *
001
7
9
10 TO 11
1 30
18 c
1260
3500
3520
0 159
36 82*
36 83*
000
8
10
7 TO 8
2 15
18 c
1320
3380
3400
0 152
36 22*
36 27*
000
6
11
9 TO 9A
456
18 c
1420
3480
3500
0 141
36 70*
36 93*
001
7
12
9A TO 9B
261
18 c
1250
3500
3520
0 160
36 94*
37 00*
000
11
13
3 TO 3A
583
18 c
1660
3400
3430
0 181
35 67*
36 11*
002
2
14
3A TO 3B
411
18 c
850
3430
3450
0 235
36 12*
36 23•
001
13
15
38 TO 3C
205
18 c
1180
3450
3470
0 169
36 24*
36 28*
000
14
16
2 TO 2A
301
18 c
700
3380
3400
0 286
3542
3547
000
1
DESIGN
ERVIC
S
AHANOVER
9 WALNUTS REETII�INGTON,
28401
Project File 8829-10 stin
I-D-F File WILMINGTON IDF
Total No Lines 16
Run Date 07-21-2006
NOTES c = circular e = elliptical, b = box Return period = 25 Yrs • Indicates surcharge condition

Hydraflow Inlet Report
Page 1
Line
No
Line ID
A
(ac)
Inlet
time
(min)
I
(m/hr)
C
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
byp
(cfs)
Junc
type
Curb Inlet
Grate Inlet
Gutter
Flow
Byp
tine
No
Ht
(in)
L
(ft)
area
(sqft)
L
(ft)
W
(ft)
So
(ftlft)
W
(ft)
Sw
(ft/ft)
Sx
(ft/ft)
depth
(ft)
spread
(ft)
1
1 TO 2
070
100
7 17
040
201
000
201
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
023
11 03
Offsite
2
2 TO 3
050
100
717
040
1 43
000
1 43
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
019
881
1
3
3 TO 4
040
50
8 15
060
1 96
000
1 96
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
023
1083
2
4
4 TO 5
1 20
100
717
070
603
000
603
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
048
2295
3
5
5 TO 6
090
100
7 17
070
452
000
452
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
040
1894
4
6
6 TO 7
050
100
7 17
050
1 79
000
1 79
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
021
1023
5
7
7 TO 9
020
50
815
080
1 30
000
1 30
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
017
083
6
8
9 TO 10
030
50
815
080
1 96
000
1 96
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
023
1 08
7
9
10 TO 11
020
50
815
080
1 30
000
1 30
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
017
083
8
10
7TO8
060
100
717
050
215
000
215
000
Grate
00
000
200
200
200
Sag
250
0210
0210
024
115
6
11
9 TO 9A
030
50
8 15
080
1 96
000
1 96
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
023
1 08
10
12
9A TO 9B
040
50
8 15
080
261
000
261
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
028
1 31
11
13
3 TO 3A
060
100
7 17
040
1 72
000
1 72
000
Grate
00
0 00
200
200
200
Sag
250
0 210
0 210
021
1 00
2
14
3A TO 36
080
150
642
040
205
000
205
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
024
1 12
13
15
3B TO 3C
080
150
642
040
205
000
205
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
024
1 12
14
16
2 TO 2A
070
100
7 17
060
301
000
301
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
030
1 45
1
MOVER EESIG
SER
CES
319 WALNUT
STRE
T
ILIMINGTON
NC 2
401
Project File 8829-10 stm
I-D-F File WILMINGTON IDF
Total number of lines 16
Run Date 08-10-2006
NOTES Inlet N-Values = 0 013 Design depth for grate(s) = 0 3 (ft), Intensity = 155 43 / (Inlet time + 26 20) ^ 0 86 Return period = 25 Yrs ' Indicates Known Q added

Hydraflow Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
(m)
(cfs)
(ft)
coeff
(K)
loss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sgft)
Val
(ftls)
Vel
head
(ft)
EGL
elev
(ft)
Sf
M
Invert
elev
A
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Val
(ft/s)
Val
head
(ft)
EGL
elev
(ft)
Sf
M
Ave
Sf
M
Enrgy
loss
(ft)
1
36
3785
3200
3500
300
707
536
045
3545
0 275
150
3230
3541
300
707
536
045
3586
0 275
0 275
0 412
010
004
2
36
3283
3230
3546
300
707
465
034
3579
0207
115
3250
3569
300
707
465
034
3603
0207
0207
0 238
0 10
003
3
36
2557
3250
3573
300
707
362
020
3593
0 125
650
3270
3581
300
707
362
020
3601
0 125
0 125
0 081
0 10
002
4
36
2361
3270
3583
300
707
334
017
3600
0 107
116
3290
3595
300
707
334
0 17
3613
0 107
0 107
0 124
010
002
5
30
1759
3330
3597
250
491
358
020
3617
0 157
151
3350
3621
250
491
358
020
3641
0 157
0 157
0 237
010
002
6
30
1307
3350
3623
250
491
266
011
3634
0 087
126
3380
3630
250
491
266
0 11
3641
0 086
0 086
0 109
010
001
7
18
9 12
3450
3631
1 50
1 77
516
041
3673
0 644
680
3480
3675
1 50
1 77
516
041
3716
0 643
0 644
0 438
0 10
004
8
18
326
3480
3679
1 50
1 77
1 84
005
3684
0 082
138
3500
3690
1 50
1 77
1 84
005
3696
0 082
0 082
0 113
010
001
9
18
1 30
3500
3691
1 50
1 77
074
001
3692
0 013
126
3520
3693
1 50
1 77
074
001
3693
0 013
0 013
0 017
010
000
10
18
2 15
3380
3631
1 50
1 77
1 22
002
3633
0 036
132
3400
3636
1 50
1 77
1 22
002
3638
0 036
0 036
0 047
010
000
11
18
456
3480
3679
1 50
1 77
258
010
3689
0 161
142
3500
3702
1 50
1 77
258
010
3712
0 161
0 161
0 228
010
001
12
18
261
3500
3703
1 50
1 77
1 48
003
3706
0 053
125
3520
3709
1 50
1 77
1 48
003
3713
0 053
0 053
0 066
0 10
000
13
18
583
3400
3573
1 50
1 77
330
0 17
3590
0 263
166
3430
36 16
1 50
1 77
330
017
3633
0 263
0 263
0 436
010
002
14
18
411
3430
36 18
1 50
1 77
233
008
3626
0 130
850
3450
3629
1 50
1 77
233
008
3638
0 130
0 130
0 111
010
001
15
18
205
3450
3630
1 50
1 77
1 16
002
3632
0 033
118
3470
3634
1 50
1 77
1 16
002
3636
0 033
0 033
0 038
010
000
16
18
301
3380
3546
1 50
1 77
1 71
005
3550
0 070
700
3,400
3550
1 50
1 77
1 70
005
3555
0 070
0 070
0 049
010
000
NO
R DE
IGN SE
VICES
319
kkLN
-T STE
ET
WILL
INGT
N, NC
8701
Project File 8829-10 stm
I-D-F File WILMINGTON OF
Total number of lines 16
Run Date 08-10-2006
NOTES Initial tailwater elevation = 35 (ft) ` Critical depth assumed " Critical depth assumed

Storm Sewer Profile
Pro) file 8829-10 sti
Elev (ft)
490
450
41 0
370
330
290
Line 5
Line 1 Line 2 Line 3 Line 4 Size 30 (in)
Size 36 (in) Size 36 in)_Size 36 (in Size 36 (m) Line 6
Size 30 (in)
u 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
H:ANO`TR DESIGN SERVTOES Reach (ft)
319 WALK F STEEET
WILI IIINGTON, NC 28401

Storm Sewer Profile Proi file 8829-10 stm
Elev (ft)
420
Line
Line
7
Line
8
Line 9

Storm Sewer Profile
Proi file 8829-10 stm
Elev (ft)
420
360
340
320
Line 10
Size 18 (in)
0 25 50 75 100 125 150
HANOVER DESIGN SEWICES
K9 WALNI M STRET17
NILIMINGTON, NC 28101
Reach (ft)

Storm Sewer Profile
Proi file 8829-10 strr
Elev (ft)
430
41 0
Line 11 Line 12
Size 18 (in) Size 18 (in)
390
370
350
330
0 25 50 75 100 125 150 175 200 225 250 275
UNO`d'ER DESIGN SERI ICES
319 WALNUT STREET
WILMINGTON, NC 28401
Reach(ft)

Storm Sewer Profile Proj file 8829-10 stm
Elev (ft)
420
400
Line
Size
13
Line 14
Line 15
Size 18
18 (in)
¢e 18 (in)

Storm Sewer Profile Pro] file 8829-10 stm
Elev (ft)
420
400 Line 16
Size 18 (in)
38 0
360
340
320
0 10 20 30 40 50 60 70 80 90 100
HANOVER DESIGN SERVICES Reach (ft)
319 WUNUP STFHT
WILIMINGTON, NC 28401

4—DS
Oldcastle N.C. Products
P 0 Box 27077
Raleigh, N C 27611
[phone]
FAX [phone]
SOLID TOP OR
ACCESS OPENING
AS REQUIRED
RISER HEIGHT
NOTE
2'-D•
SOLID BASE SECTION
AVAILABLE W/CAST OR
rnarn nDvWTmTn0
G HOLES
A
e
30" X 48"
SOLID
1 CONCRETE, COMPRESSIVE STRENGTH 4000 PSI
2 REINFORCING, ASTM A-615, GRADE 60
3 MEETS H-20 LOADING TO 15 FEET
4 MAX PIPE DIA (SEE INSERT)
5 ANY MODIFICATION OF BOX MAY
NULLIFY H-20 LOADING
PRECAST ALTERNATE FOR NCDOT
84001
840 11
84014
m
TO SCALE (SHEET O.

STORMWATER MANAGEMENT CALCULATIONS
And WATER QUALITY COMPUTATIONS
for
BRUNSWICK PARKWAY
Phase 6-Section 1
PREPARED FOR
Funston Land and Timber LLC
1018 E Grandiflora Drive
Leland, NC
28451
'�� SEAL
9l u ;;;z
20007 a
''c °NCB•.+•'
David S Hollis, PE, PLS
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

STORM WATER NARRATIVE
BRUNSWICK FOREST Phase 6-Section 1
for
FUNSTON LAND and TIMBER, LLC
August, 2006
NARRATIVE
NOTE To be reviewed in conjunction with "Revision of The Erosion and Sediment Control
and Water Quality Plan for Brunswick Forest Phase 6-Section 1 Plans and Profiles",
Hanover Design Services, PA, Drawings No 8829ph6s1, Sheets 1 through 7
PROJECT DESCRIPTION -
The purpose of this plan is to identify measures to be implemented during construction of a
Sales Center, Wellness Center, supporting infrastructure, two water quality
detention/retention ponds, and land grading associated with this development
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

Brunswick Forest sales Office & Wellness Center
Sales Office (Pond No.9) and Wellness Center (Pond No.10)
Pavement and Section Area Map
Scale. 1 "= 150'
August 2006
LOr�
0
It N O
LN
w
oQ
Un M
00 O
00
1617 4 SO FT
-0 04 ACRES
2042 8 SO FT
-0 05 ACRES
4724 9 SO FT BUILDING
0 11 ACRES
TOTAL <= 10,000 SF
64011 7 SO FT
1 47 ACRES
3627 4 SO FT
-0 08 ACRES
252 6 SO FT
-0 01 ACRES
PAVING & PARKING (BC)
TOTAL <= 55,000 SF
11563 SO FT
0 03 ACRES
� 5 8 FT
0 1
0 2 ACRES
9365 9 SO FT
0 22 ACRES
595 6 SO FT
0 01 ACRES
22281 SO FT
0 05 ACRES
6825 4 SO F
-0 16 ACRES
2370 9 SO FT
-0 05 ACRES
21620 3 SO FT
0 50 ACRES
3699 5 SO FT
-0 08 ACRES
SO FT
ACRES
Wellness Center Totals:
= 214,000 sf
PARKING (BC) Use 240,000 sf for Permit
TOTAL <= 90,000 SF
96240 9 SO FT
2 21 ACRES
3730 9 SO FT
'-0 09 ACRES
SIDEWALKS & WALKWAYS
TOTAL <= 25,000 SF
v 1314 0 SO FT
0 03 ACRES
1573 0 SO FT
-0 04 ACRES _
1978 7 SO FT n '
0 05 ACRES
BUILDINGS (ROOFLINE)
TOTAL <= 27,000 SF
23703 8 SO FT
0 54 ACRES r
2868 2 SO FT
16703 3 SO FT -0 07 ACRES
0 38 ACRES
278 6 SO FT
0 01 ACRES
LN
Le) U
<t a
23952 0 SO Fr I 324 SO FT M
0 55 ACRES Ln 0
0 74 ACRES 'n
PATIOS, COURTS, OTHER
QSIDEWALKS &WALKWAYS TOTAL <= 72,000 SF
TOTAL <= 15,000 SF
1008 2 SO FT
0 02 ACRES HANOVER DESIGN SERVICES, P.A
Sales Office Totals: 2207 3 SO Ff LAND SURPEYORS ENGINEERS & LAND PLANNERS
= 80,000 sf 0 OS ACRES 319 WALNUTSMEET
NILMINOTON NC 28/01
Use 100,000 sf for Permit PHONE [phone]
Drawing No.8829-6-imp2.dwg-dh

Sales Office
Scale. 1"= 150'
August 2006
(Pond No.9) and Wellness Center (Pond No.10)
9
y®0
SZ
9
m
F
49985 0 SQ - FT
1 15 ACRES
\_
152320 3 SQ FT
3 50 ACRES
275313 0 SQ FT
6 32 ACRES
@ 801/c Impervious maximum
l Use 5 0 acres for Permit
14 4 acres drains to Pond 9
VXv vvvwv0v� /
\\\\\\\\\\\\ \
is o Po 10
Use 240,000 sf for Permit
SINGLE FAMILY
,iFUTURE DEVELOPMENT \ \ yA \ \
1 \
�-�50 ACRES
/ @ 40% Impervious ma mu
CUse20acresforPondDeslgn������v��t�'� J,����:��V�������vV�V�ti��
\ �, Location Map
vv� HANOVER DESIGN SERVICES, P A ' LAND SURVEYOR$ ENGINEERS L LAND PLANNERS
N WALNUT STREET
PHONE'(910) 3u�e002
Drawing No.8829-6-imp2.dwg-dh

Brunswick Forest
`Sales affic
DRAINAGE,
August 200E
SCALE V=
DRAINAGE AI
Onsite
( DRAINS TO
4A
4B
4C
5
5A
5B
5C
6A
613
6C
7
8
10
TOTAL
s
V1

Brunswick Forest sales Office & Wellness Center
Building Dimensions
Scale 1 "= 50'
August 2006
c
SALES
CENTER
UA
0
La
4650,
WELLNESS
CENTER
w
v
A 95'
M
HANOVER DESIGN SERVICES, P A
uro .sw�cnvs axa�[cvs ♦ Iw�n nwvcas /ti
Drawing No 8829-6-Imp2 dwg-dh

BRUNSWICK FOREST Phase 6 — Wet detention / retention pond (Pond No 9)
Additional Calculation Summary for NCDENR / DWQ Sales Office & Future Dev
WATER QUALITY CONSIDERATIONS -
Impervious area calculations See Project Data Sheet
TOTAL IMPERVIOUS = 9 3 acres
TOTAL AREA DRAINING TO POND = 14 4 acres
14 4 acres total — 9 3 acres impervious = 5 1 acre green area
SA REQUIRED 9 3 / 14 4 = 0 65 or 65%
At 7 0' depth, 90% TSS removal, from chart — SA/DA factor = 2 7
14 4 x 0 01 x 2 7= 17,000 sf SA REQUIRED
At Elev = 33 0 22,200 sf SA PROVIDED
VOLUME REQUIRED R=[(P)(PI)(Rv)/12](A)
SEE PAGES A 1 and A 2, "Controlling Urban Runoff
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
(PI)= 0 9
(Rv)= 0 05 + 0 9(9 3/14 4) = 0 631
(A)= 14 4
R= [(1)(0 631)/12](14 4) = 0 758 acre-feet
= 33,000 cf REQUIRED STORAGE
At Elev = 34 5 = 37,500 cf PROVIDED STORAGE
DRAWDOWN
Average head from storage elevation to orifice -
345-330/2=-15' C>-7E5'
2" PVC drain to draw -down REQUIRED STORAGE
Orifice equation Q = CA(2gh)^1/2 0_75�
Q = 0 6(022)(64 4 X4-S)^1/2
= 0 130 cfs 0_©_9'Z
T =ems OKAY 4
FOREBAY REQUIREMENTS —
Required capacity = 51,625 X 20% = 10,325 cf
Provided capacity = 10,200 cf (20%)
8829DWQ-No9 dock
RECEI %7F_j)
BY
SEP 1 9 2006
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

r
Brunswick Forest - Pond 9
STAGE - STORAGE TABLES
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR
INCR
INCR
ELEV
AREA
VOL
STORAGE
STORAGE
(ft)
(so
(co
(cf)
(ac-ft)
33 0
22,200
-
-
-
34 0
25,500
23,850
23,850
055
35.0
28,900
27,200
51,050
117
360
32,500
30,700
81,750
1 88
370
36,200
34,350
116,100
267
380
40,000
38,100
154,200
3 54
STATE STORAGE VOLUME -
stage8829-9 xls
51,050 1.17
SEP 0 1 2006
HANOVER DESIGN SERVIC.
319 WALNUT STREET
WILIMINGTON, NC 28401

Brunswick Forest - Pond 9
STAGE - STORAGE TABLES
MAIN BODY OF POND -
FOREBAY -
Below WSEL
MAIN
TOTAL
TOTAL
TOTAL
INCR
INCR
ELEV AREA
AREA
VOL
STORAGE
AREA
VOL
STORAGE
(ft) (so
(so
(cl)
(cf)
(so
(cl)
(cf)
33 0 16,600
22,200
-
-
5,600
-
-
32 0 11,500
15,100
9,325
9,325
3,600
2,300
2,300
310 9,300
11,900
13,500
22,825
2,600
3,100
5,400
300 7,200
9,000
10,450
33,275
1,800
2,200
7,600
20 5,400
6,400
7,700
40,975
1,000
1,400
9,000
280 3,800
4,400
5,400
46,375
600
800
9,800
270 2,300
2,500
3,450
49,825
200
400
10,200
260 1,100
1,100
1,800
51,625 1
-
-
-
FOREBAY-
TOTAL POND VOLUME -
51,625
Percent Volume=
20%
FOREBAY VOLUME -
10,200
PERCENT OF VOLUME -
20%
' 9 3 �o
✓
storage8829-9 xis
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Reservoir Report
Reservoir No 1 - Brunswick Forest No 9
Pond Data
Pond storage Is based on known contour areas
Stage / Storage Table
Page 1
English
Stage
ft
000
1 00
200
300
400
500
Elevation
ft
3300
3400
3500
3600
3700
3800
Contour area
sqft
22,200
25,500
28,900
32,500
36,200
40,000
Incr Storage Total storage
cult cult
0 0
23,850 23,850
27,200 51,050
30,700 81,750
34,350 116,100
38,100 154,200
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [D]
[A]
[B]
[C]
[D]
Rise in =
240
20 00 00
Crest Len ft = 30
100
400
00
Span in =
240
2 0 0 0 0 0
Crest El ft = 3450
3550
36 50
000
No Barrels =
1
1 0 0
Weir Coeff = 330
330
300
000
Invert El ft =
3300
3300 000 000
Eqn Exp = 1 50
1 50
1 50
000
Length ft =
850
100 0 0 0 0
Multi -Stage = Yes
Yes
Yes
No
Slope % =
010
001 000 000
N-Value =
013
013 000 000
Onf Coeff =
060
060 000 000
Multi -Stage =
-----
Yes No No
Tailwater Elevation = 34 00 ft
Stage /Storage /Discharge Table
Note All outllov s have been
analyzed under inlet and pullet control
Stage Storage
Elevation
Civ A Clv B
Clv C Clv D Wr A Wr B
Wr C
Wr D
Discharge
ft cuft
ft
cfs cfs
cfs cis cfs cfs
cfs
cfs
cfs
000 0
3300
000 000
--- --- 000 000
000
---
000
1 00 23,850
34 00
000 000
--- --- 000 000
000
---
000
200 51,050
3500
4 61 008
--- --- 350 000
000
---
358
300 81,750
3600
1645 000
--- --- 1819 11 67
000
---
1645
400 116,100
3700
2281 000
--- --- 3913 6062
4243
---
2281
500 154,200
3800
2774 000
--- --- 6482 13044
22045
---
2774
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMING`I'ON, NC 28401

HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Project 8829-9 GPW OF newhanover OF 9 hyd's 08-04-2006

Hydrograph Summary Report
Page 1
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(mm)
Volume
(cult)
ReturnF
period
(Yrs)(ft)
Maximum
elevation
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1996
6
756
186 185
10
---
----
10yr Predev
2
SCS Runoff
2963
6
756
274,512
51D
-----
----
50yr Predev
3
SCS Runoff
3459
6
756
320,305
100
--
---
--
100yr Predev
4
SCS Runoff
3255
6
744
256 978
10
--
--
---
10yr Postdev
5
SCS Runoff
4474
6
744
356 173
50
—
----
--
50yr Postdev
6
SCS Runoff
5082
6
744
406 453
100
---
---
----
100yr Postdev
7
Reservoir
1929
6
786
232 381
10
4
3641
95 713
10yr Post -Route
8
Reservoir
2466
6
792
331 569
50
5
3735
129 545
50yr Post -Route
9
Reservoir
2692
6
792
381,846
100
6
3782
147 305
100yr Post -Route
HANOVER
DESIGGN SERVICES
319 WkLNUT
STREET
WILIMI
iGTON, NC 28401
Proj file 8829-9 GPW
OF file newhanover OF
Run date 08-04-2006

Hydrograph Report
Hyd. No. 1
1OyrPredev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 10 yrs
= 14 40 ac
= 04%
= USER
= 700in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
Peak discharge
Time Interval
Curve number
Page 1
English
= 19 96 cfs
= 6 min
= 70
Hydraulic length = 1000 ft
Time of conc (Tc) = 30 min
Distribution
Shape factor
Time -- Outflow
(hrs cfs)
= Type III
= 242
Total Volume = 186,185 cult
Time -- Outflow
(hrs cfs)
960
023
1280
1915
1600
278
1920
1 27
970
027
1290
1839
1610
269
1930
1 25
980
031
1300
1752
1620
261
1940
124
990
036
1310
1657
1630
252
1950
1 22
1000
042
1320
1555
1640
245
1960
1 21
1010
047
1330
1447
1650
237
1970
1 20
1020
053
1340
1336
1660
230
1980
1 18
1030
060
1350
1222
1670
223
1990
1 17
1040
067
1360
11 06
1680
2 17
2000
1 16
1050
075
1370
990
1690
211
2010
1 15
1060
084
1380
875
1700
206
2020
1 14
1070
093
1390
765
1710
200
2030
1 12
1080
1 02
1400
663
1720
1 95
2040
1 11
1090
1 13
1410
584
1730
1 91
2050
1 10
11 00
1 24
1420
532
1740
1 86
2060
1 09
11 10
1 36
1430
494
1750
1 82
2070
1 08
11 20
1 50
1440
465
1760
1 77
2080
1 07
11 30
1 66
1450
444
1770
1 73
2090
1 05
11 40
1 85
1460
427
1780
1 69
21 00
1 04
11 50
208
1470
411
1790
1 65
21 10
1 03
11 60
238
1480
398
1800
1 61
21 20
1 02
11 70
284
1490
385
1810
1 57
21 30
1 01
11 80
358
1500
373
1820
1 54
21 40
099
11 90
472
1510
363
1830
1 50
21 50
098
1200
684
1520
352
1840
146
21 60
097
1210
993
1530
342
1850
1 43
21 70
096
1220
1325
1540
332
1860
1 40
21 80
095
1230
1650
1550
323
1870
1 38
21 90
093
1240
1874
1560
313
1880
1 35
2200
092
1250
1968
1570
304
1890
1 33
2210
093
1260
1996<<
1580
296
1900
131
2220
093
1270
1974
1590
287
1910
1 29
2230
094
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Page 1
English
Hyd. No. 2
50yr Predev
Hydrograph type
= SCS Runoff
Peak discharge
= 29 63 cfs
Storm frequency
= 50 yrs
Time Interval
= 6 min
Drainage area
= 14 40 ac
Curve number
= 70
Basin Slope
= 0 4 %
Hydraulic length =
1000 ft
Tc method
= USER
Time of conc (Tc) =
30 min
Total precip
= 9 00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 274 512 cult
Hydrograph Discharge Table
Time -- Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
890
034
1210
1556
1530
474
1850
1 97
900
039
1220
2039
1540
460
1860
1 93
910
045
1230
2504
1550
446
1870
1 89
920
051
1240
2816
1560
434
1880
1 85
930
057
1250
2937
1570
421
1890
1 82
940
063
1260
29 63 <<
1580
408
1900
1 79
950
070
1270
2917
1590
396
1910
1 77
960
078
1280
2822
1600
384
1920
1 74
970
085
1290
2700
1610
372
1930
1 72
980
094
1300
2565
1620
360
1940
1 70
990
1 02
1310
2418
1630
348
1950
1 68
1000
1 11
1320
2261
1640
337
1960
1 66
1010
1 20
1330
2098
1650
327
1970
1 64
1020
1 30
1340
1929
1660
317
1980
1 62
1030
1 41
1350
1758
1670
308
1990
1 60
1040
1 53
1360
1585
1680
299
2000
1 59
1050
1 65
1370
1411
1690
291
2010
1 57
1060
1 78
1380
1241
1700
283
2020
1 56
1070
1 93
1390
1080
1710
276
2030
1 54
1080
208
1400
931
1720
269
2040
1 52
1090
225
1410
818
1730
262
2050
1 51
11 00
242
1420
744
1740
256
2060
1 49
11 10
261
1430
689
1750
250
2070
1 47
11 20
282
1440
648
1760
244
2080
1 46
11 30
307
1450
618
1770
238
2090
1 44
11 40
337
1460
594
1780
232
21 00
1 42
11 50
372
1470
572
1790
227
21 10
1 41
11 60
418
1480
552
1800
221
21 20
1 39
11 70
491
1490
534
1810
216
21 30
1 38
11 80
606
1500
518
1820
211
21 40
1 36
11 90
781
1510
503
1830
206
21 50
1 34
1200
11 00
1520
488
1840
201
2160
1 33
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Hyd. No. 3
100yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 100 yrs
= 14 40 ac
= 04%
= USER
= 1000in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc (Tc) = 30 min
Distribution = Type III
Shape factor = 242
Time -- Outflow
(hrs cfs)
Page 1
English
= 34 59 cfs
= 6 min
= 70
= 1000 ft
Total Volume = 320,305 cuft
Time -- Outflow
(hrs cfs)
850
035
11 70
602
1490
609
1810
245
860
040
11 80
738
1500
590
1820
239
870
045
1190
945
1510
573
1830
234
880
050
1200
1319
1520
556
1840
228
890
056
1210
1850
1530
539
1850
223
900
063
1220
2409
1540
524
1860
2 19
910
070
1230
2945
1550
508
1870
214
920
077
1240
3300
1560
493
1880
210
930
085
1250
3434
1570
479
1890
207
940
093
1260
34 59 <<
1580
465
1900
203
950
1 01
1270
3400
1590
451
19 10
200
960
1 10
1280
3285
1600
437
1920
1 98
970
1 20
1290
31 39
1610
423
1930
1 95
980
1 30
1300
2979
1620
409
1940
1 92
990
140
13 10
2805
1630
396
1950
1 90
1000
1 51
1320
2620
1640
383
1960
1 88
1010
1 62
1330
2428
1650
372
1970
1 86
1020
1 74
1340
2230
1660
360
1980
1 84
1030
1 87
1350
2030
1670
350
1990
1 82
1040
201
1360
1827
1680
340
2000
1 80
1050
216
1370
1624
1690
331
2010
1 78
1060
232
1380
1426
1700
322
2020
1 76
1070
249
1390
1238
1710
313
2030
1 75
1080
267
1400
1066
1720
305
2040
1 73
1090
287
1410
935
1730
298
2050
1 71
11 00
307
1420
850
1740
291
2060
1 69
11 10
330
1430
786
1750
284
2070
1 67
11 20
355
1440
740
1760
277
2080
1 65
11 30
384
1450
705
1770
270
2090
1 63
1140
419
1460
677
1780
264
21 00
1 62
11 50
461
1470
652
1790
258
21 10
1 60
11 60
516
1480
630
1800
251
21 20
1 58
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Hyd. No. 4
10yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 10 yrs
= 14 40 ac
= 04%
= USER
= 7 00 in
= 24 hrs
Peak discharge
Time Interval
Curve number
Page 1
English
= 32 55 cfs
= 6 min
= 82
Hydraulic length = 1000 ft
Time of conc (Tc) = 20 min
Distribution = Type III
Shape factor = 242
Total Volume = 256,978 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
760
035
1080
292
1400
597
1720
216
770
038
1090
310
1410
568
1730
211
780
041
11 00
329
1420
543
1740
206
790
044
1110
350
1430
521
1750
202
800
048
11 20
374
1440
501
1760
1 97
810
051
11 30
403
1450
484
1770
1 92
820
055
11 40
439
1460
468
1780
1 88
830
059
1150
481
1470
454
1790
183
840
064
11 60
541
1480
440
1800
1 78
850
068
11 70
642
1490
427
1810
1 74
860
074
11 80
811
1500
414
1820
1 69
870
079
11 90
1063
1510
403
1830
1 65
880
085
1200
1512
1520
391
1840
162
890
092
1210
21 35
1530
380
1850
1 58
900
098
1220
2747
1540
370
1860
1 55
910
1 05
1230
31 37
1550
359
1870
1 53
920
1 13
1240
32 55 <<
1560
349
1880
1 50
930
1 21
1250
3247
1570
338
1890
148
940
1 29
1260
31 31
1580
327
1900
1 46
950
1 37
1270
2943
1590
317
1910
1 44
960
1 46
1280
2722
1600
306
1920
1 43
970
1 55
1290
2487
1610
296
1930
1 41
980
1 64
1300
2239
1620
286
1940
1 40
990
1 74
1310
1981
1630
276
1950
1 38
1000
1 84
1320
1719
1640
267
1960
1 37
1010
1 94
1330
1465
1650
259
1970
1 36
1020
205
1340
1225
1660
252
1980
1 34
1030
217
1350
1009
1670
245
1990
1 33
1040
230
1360
850
1680
238
2000
1 31
1050
244
1370
752
1690
232
2010
1 30
1060
259
1380
681
1700
227
2020
1 29
1070
275
1390
632
17 10
221
2030
1 27
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILMINGTON, NC 28401

Hydrograph Report Page 1
English
Hyd. No. 5
50yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge
= 44
74 cfs
Storm frequency
= 50 yrs
Time Interval
= 6
min
Drainage area
= 14 40 ac
Curve number
= 82
Basin Slope
= 0 4 %
Hydraulic length
= 1000
ft
Tc method
= USER
Time of conc (Tc) = 20
min
Total precip
= 9 00 in
Distribution
= Type
III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 356 173 cult
Hydrograph Discharge
Table
Time -- Outflow
Time --
Outflow
Time -- Outflow
Time --
Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
690 047
1010
312
1330
1969
1650
342
700 050
1020
327
1340
1642
1660
332
710 054
1030
343
1350
1348
1670
323
720 058
1040
362
1360
11 33
1680
315
730 062
1050
381
1370
1001
1690
307
740 067
1060
402
1380
906
1700
299
750 071
1070
425
1390
840
1710
292
760 076
1080
449
1400
793
1720
285
770 081
1090
474
1410
755
1730
279
780 086
1100
500
1420
721
1740
272
790 091
1110
528
1430
691
1750
266
800 096
11 20
562
1440
665
1760
260
810 1 01
11 30
603
1450
642
1770
254
820 1 07
1140
653
1460
621
1780
248
830 113
1150
712
1470
601
1790
241
840 1 20
11 60
795
1480
583
1800
235
850 1 28
11 70
937
1490
565
1810
229
860 1 36
11 80
11 74
1500
549
1820
223
870 1 44
11 90
1525
1510
533
1830
218
880 1 53
1200
21 41
1520
518
1840
213
890 1 63
1210
2988
1530
503
1850
209
900 1 73
1220
38 13
1540
489
1860
205
910 1 84
1230
4328
1550
475
1870
201
920 1 95
1240
44 74 <<
1560
461
1880
1 98
930 206
1250
4448
1570
447
1890
1 95
940 218
1260
4278
1580
433
1900
1 93
950 231
1270
4014
1590
419
19 10
1 90
960 243
1280
3705
1600
405
1920
1 88
970 256
1290
3378
1610
391
1930
1 86
980 270
1300
3034
1620
377
1940
1 84
990 283
1310
2678
1630
365
1950
1 82
1000 297
1320
2318
1640
353
1960
1 80
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
«ILLMINGTON, NC 28401

Hydrograph Report Page 1
English
Hyd. No. 6
100yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge
= 50 82 cfs
Storm frequency
= 100 yrs
Time Interval
= 6 min
Drainage area
= 14 40 ac
Curve number
= 82
Basin Slope
= 0 4 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conc (Tc)
= 20 min
Total precip
= 10 00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 406 453 cult
Hydrograph Discharge Table
Time -- Outflow
Time --
Outflow
Time --
Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
660
052
980
325
1300
3430
1620
423
670
056
990
341
1310
3024
1630
409
680
060
1000
357
1320
2616
1640
396
690
064
1010
373
1330
2220
1650
384
700
069
1020
391
1340
1849
1660
373
710
073
1030
410
1350
1516
1670
362
720
078
1040
430
1360
1274
1680
353
730
083
1050
453
1370
11 25
1690
344
740
088
1060
477
1380
1018
1700
335
750
094
1070
503
1390
944
1710
327
760
099
1080
530
1400
890
1720
320
770
1 05
1090
558
1410
847
1730
312
780
1 11
11 00
588
1420
809
1740
305
790
117
1110
620
1430
776
1750
298
800
1 23
11 20
659
1440
747
1760
291
810
1 29
11 30
706
1450
721
1770
284
820
1 36
11 40
763
1460
697
1780
277
830
1 43
11 50
830
1470
675
1790
271
840
1 51
11 60
925
1480
654
1800
264
850
1 60
11 70
1087
1490
634
1810
257
860
1 70
11 80
1358
1500
616
1820
250
870
1 80
11 90
1757
1510
598
1830
244
880
1 90
1200
2458
1520
581
1840
239
890
201
1210
3416
1530
565
1850
234
900
2 13
1220
4346
1540
549
1860
229
9 10
226
1230
4924
1550
533
1870
225
920
239
1240
50 82 <<
1560
517
1880
222
930
252
1250
5048
1570
501
1890
219
940
266
1260
4851
1580
485
1900
216
950
280
1270
4548
1590
470
1910
213
960
295
1280
41 95
1600
454
1920
211
970
310
1290
3821
1610
438
1930
208
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
'WILINIINGTON, NO 28401

Hydrograph Report Page,
English
Hyd. No. 7
10yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 19 29 cfs
Storm frequency
= 10 yrs
Time Interval
= 6 min
Inflow hyd No
= 4
Reservoir name
= Brunswick Fores
Max Elevation
= 36 41 ft
Max Storage
= 95,713 cuft
Storage indication method used
Total Volume = 232 381 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D Oufflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs cfs
1200
1512
3458
414
006
----- ----- 024
-----
----- ----- 030
1210
21 35
3480
458
007
----- ----- 166
-----
----- ----- 1 73
1220
2747
3508
628
007
----- ----- 434
-----
----- ----- 441
1230
31 37
3535
1040
004
----- ----- 777
-----
----- ----- 781
1240
32 55 <<
3561
13 12
004
----- ----- 11 50
1 14
----- ----- 1258
1250
3247
3582
1506
-----
----- ----- 1509
613
----- ----- 1506
1260
31 31
3601
1654
-----
----- ----- 1840
1209
----- ----- 1654
1270
2943
3615
1756
-----
----- ----- 21 01
1738
----- ----- 1756
1280
2722
3626
1832
-----
----- ----- 2312
21 90
----- ----- 1832
1290
2487
3634
1884
-----
----- ----- 2468
2536
----- ----- 1884
1300
2239
3639
1916
-----
----- ----- 2566
2758
----- ----- 1916
1310
1981
3641 <<
1929
-----
----- ----- 2606
2849
----- ----- 19 29 <<
1320
1719
3640
1924
-----
----- ----- 2590
2811
----- ----- 1924
1330
1465
3636
1902
-----
----- ----- 2522
2657
----- ----- 1902
1340
1225
3631
1865
-----
----- ----- 2408
2400
----- ----- 1865
1350
1009
3623
1813
-----
----- ----- 2259
2073
----- ----- 1813
1360
850
3614
1750
-----
----- ----- 2087
1707
----- ----- 1750
1370
752
3605
1681
-----
----- ----- 1907
1341
----- ----- 1681
1380
681
3594
1602
-----
----- ----- 1720
983
----- ----- 1602
1390
632
3584
1518
-----
----- ----- 1534
656
----- ----- 15 18
1400
597
3574
1432
002
----- ----- 1364
389
----- ----- 1432
1410
568
3564
1349
004
----- ----- 1214
1 90
----- ----- 1318
1420
543
3556
1272
004
----- ----- 1089
068
----- ----- 11 60
1430
521
3550
1209
004
----- ----- 991
001
----- ----- 996
1440
501
3545
11 52
004
----- ----- 915
-----
----- ----- 919
1450
484
3540
11 02
004
----- ----- 848
-----
----- ----- 853
1460
468
3536
1054
004
----- ----- 792
-----
----- ----- 796
1470
454
3532
1010
004
----- ----- 743
-----
----- ----- 747
1480
440
3529
970
004
----- ----- 699
-----
----- ----- 703
1490
427
3526
930
004
----- ----- 661
-----
----- ----- 665
1500
414
3524
893
004
----- ----- 627
-----
----- ----- 631
1510
403
3521
860
004
----- ----- 595
-----
----- ----- 600 ,
1520
391
3519
827
005
----- ----- 568
-----
----- ----- 572
1530
380
3517
793
005
----- ----- 543
-----
----- ----- 548
1540
370
35 15
762
006
----- ----- 520
-----
----- ----- 526
1550
359
3513
733
006
----- ----- 499
-----
----- ----- 505
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Page 1
English
Hyd. No. 8
50yr Post -Route
Hydrograph type =
Reservoir
Peak discharge =
24 66 cfs
Storm frequency =
50 yrs
Time Interval
=
6 min
Inflow hyd No
=
5
Reservoir name =
Brunswick Fores
Max Elevation
=
37 35 ft
Max Storage
=
129,545 cuft
Storage Indication method used
Total
Volume = 331 569 Cuff
Hydrograph Discharge
Table
Time Inflow
Elevation Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C
Wr D Outflow
(hrs) cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs
cfs cfs
11 40 653
3457
411
006
----- ----- 021
-----
----
----- 027
1150 712
3465
430
006
----- ----- 060
-----
-----
----- 066
1160 795
3474
446
007
----- ----- 1 16
-----
-----
----- 1 23
11 70 937
3483
461
007
----- ----- 1 90
-----
-----
----- 1 97
11 80 11 74
3494
466
007
----- ----- 288
-----
-----
----- 296
11 90 1525
3506
594
007
----- ----- 417
-----
-----
----- 424
1200 2141
3522
865
004
----- ----- 600
-----
-----
----- 604
1210 2988
3543
11 31
004
----- ----- 887
-----
-----
----- 891
1220 3813
3569
1394
003
----- ----- 1291
283
-----
----- 1390
1230 4328
3599
1640
-----
----- ----- 1807
11 45
-----
----- 1640
1240 44 74 <<
3627
1840
-----
----- ----- 2338
2245
-----
----- 1840
1250 4448
3654
2012
-----
----- ----- 2882
3496
146
----- 2012
1260 4278
3678
21 56
-----
----- ----- 3403
4767
1769
----- 21 56
1270 4014
3698
2270
-----
----- ----- 3867
5944
4003
----- 2270
1280 3705
3713
2350
-----
----- ----- 4219
6860
5990
----- 2350
1290 3378
3724
2408
-----
----- ----- 4487
7565
7625
----- 2408
1300 3034
3731
2445
-----
----- ----- 4668
8050
8785
----- 2445
1310 2678
3735
2465
-----
----- ----- 4763
8305
9413
----- 2465
1320 2318
37 35 << 2466
-----
----- ----- 4771
8325
9464
----- 24 66 <<
1330 1969
3732
2451
-----
----- ----- 4696
81 25
8970
----- 2451
1340 1642
3726
2421
-----
----- ----- 4549
7731
8018
----- 2421
1350 1348
3718
2376
-----
----- ----- 4339
71 76
6711
----- 2376
1360 11 33
3707
2321
-----
----- ----- 4088
6515
5223
----- 2321
1370 1001
3695
2255
-----
----- ----- 3805
5785
3682
----- 2255
1380 906
3682
21 81
-----
----- ----- 3501
5012
21 95
----- 21 81
1390 840
3669
21 03
-----
----- ----- 3204
4275
990
----- 21 03
1400 793
3656
2024
-----
----- ----- 2922
3591
218
----- 2024
1410 755
3643
1944
-----
----- ----- 2656
2965
-----
----- 1944
1420 721
3631
1864
-----
----- ----- 2407
2399
-----
----- 1864
1430 691
3619
1784
-----
----- ----- 21 77
1897
-----
----- 1784
1440 665
3608
1704
-----
----- ----- 1965
1458
-----
----- 1704
1450 642
3597
1622
-----
----- ----- 1766
1068
-----
----- 1622
1460 621
3586
1534
-----
----- ----- 1570
716
-----
----- 1534
1470 601
3576
1448
001
----- ----- 1395
434
-----
----- 1448
1480 583
3566
1364
004
----- ----- 1241
223
-----
----- 1343
1490 565
3558
1288
004
----- ----- 11 12
084
-----
----- 1200
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Page 1
English
Hyd. No. 9
100yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 26 92 cfs
Storm frequency
= 100 yrs
Time Interval
= 6 min
Inflow hyd No
= 6
Reservoir name
= Brunswick Fores
Max Elevation
= 37 82 ft
Max Storage
= 147,305 cuft
Storage Ind¢ehon method used
Total Volume = 381 846 CUR
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs
cfs
11 10
620
3461
422
006
----- ----- 039
-----
----- -----
045
11 20
659
3469
437
007
----- ----- 082
-----
----- -----
089
11 30
706
3476
451
007
----- ---- 1 36
-----
----- -----
1 43
1140
763
3484
462
007
----- ----- 1 96
-----
----- -----
203
11 50
830
3491
468
007
----- ----- 263
-----
----- -----
270
1160
925
3499
462
008
----- ----- 338
-----
----- -----
345
11 70
1087
3506
596
007
----- ----- 418
-----
----- -----
425
11 80
1358
35 15
761
006
----- ----- 519
-----
----- -----
525
11 90
1757
3526
929
004
----- ----- 660
-----
----- -----
664
1200
2458
3542
1121
004
----- ----- 873
-----
----- -----
877
1210
3416
3564
1340
004
----- ----- 11 99
1 73
----- -----
1304
1220
4346
3592
1584
-----
----- ---- 1678
906
----- -----
1584
1230
4924
3624
1816
-----
----- ----- 2268
2093
----- -----
1816
1240
50 82 <<
3656
2026
-----
----- ----- 2929
3606
229 -----
2026
1250
5048
3687
2208
-----
----- ----- 3611
5290
2710 -----
2208
1260
4851
3713
2353
-----
----- ----- 4234
6897
6076 -----
2353
1270
4548
3735
2465
-----
----- ----- 4766
8311
9429 -----
2465
1280
41 95
3753
2553
-----
----- ----- 52 14
9523
12493 -----
2553
1290
3821
3766
2618
-----
----- ----- 5565
10487
15025 -----
2618
1300
3430
3775
2662
-----
----- ----- 5813
111 72
16868 -----
2662
1310
3024
3781
2686
-----
----- ----- 5953
11561
17925 -----
2686
1320
2616
37 82 <<
2692
-----
----- ----- 5986
11655
181 84 -----
26 92 <<
1330
2220
3779
2680
-----
----- ----- 59 18
11464
17660 -----
2680
1340
1849
3773
2652
-----
----- ----- 5758
11021
16459 -----
2652
1350
1516
3764
2610
-----
----- ----- 5521
10365
14702 -----
2610
1360
1274
3753
2555
-----
----- ----- 5228
9562
12594 -----
2555
1370
11 25
3741
2494
-----
----- ----- 4907
8691
10368 -----
2494
1380
1018
3728
2427
-----
----- ----- 4579
7811
8209 -----
2427
1390
944
3714
2357
-----
----- ----- 4253
6948
61 93 -----
2357
1400
890
3701
2286
-----
----- ----- 3936
61 22
4372 -----
2286
1410
847
3687
2206
-----
----- ----- 3604
5273
2678 -----
2206
1420
809
3673
21 26
-----
----- ----- 3289
4483
1308 -----
2126
1430
776
3659
2045
-----
----- ----- 2993
3760
344 -----
2045
1440
747
3646
1963
-----
----- ----- 2718
31 09
----- -----
1963
1450
721
3634
1883
-----
----- ----- 2463
2525
----- -----
1883
1460
697
3622
1802
-----
----- ----- 2228
2005
----- -----
1802
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

BRUNSWICK FOREST Phase 6 - Wet detention / retention pond (Pond No 10)
Additional Calculation Summary for NCDENR / DWQ Wellness Center
WATER QUALITY CONSIDERATIONS -
Imperwous area calculations See Project Data Sheet
TOTAL IMPERVIOUS = 5 5 acres
TOTAL AREA DRAINING TO POND = 12 6 acres
12 6 acres total - 5 5 acres impervious = 7 1 acre green area
SA REQUIRED 5 5 / 12 6 = 0 44 or 44%
At 7 0' depth, 90% TSS removal, from chart - SA/DA factor = 1 7
12 6 x 0 01 x 1 7= 9,500 sf SA REQUIRED
At Elev = 33 0 79,000 sf SA PROVIDED
VOLUME REQUIRED R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A 1 and A 2, "Controlling Urban Runoff
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
(PJ)= 0 9
(Rv)= 0 05 + 0 9(5 5/12 6) = 0 443
(A)= 12 6
R= [(1)(0 443)/12](12 6) = 0 465 acre-feet
= 20,500 cf REQUIRED STORAGE
At Elev = 34 5 = 130,000 cf PROVIDED STORAGE
DRAWDOWN
Average head from storage elevation to orifice -
34 5 - 33 0 / 2 = 4--& 4`75'
2" PVC drain to draw -down REQUIRED STORAGE
Orifice equation Q = CA(2gh)^1/2 c..-75
Q = 0 6( 022)(64 4 X a-�jei /2
= 04-M cfs , U92 c-Pt3
T = 2 days OKAY
FOREBAY REQUIREMENTS -
Required capacity = 273,725 X 20% = 54,745 cf
Provided capacity = 54,350 cf (20%)
8829DWQ-NolO doc
Cr
HANOVER DESIGN SERVICES
SEP 1 9 2006 i 319 WALNUT STREET
WU&INGTONNC 2&01
�� I

Brunswick Forest - Pond 10
STAGE - STORAGE TABLES
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR
INCR
INCR
ELEV
AREA
VOL
STORAGE
STORAGE
(ft)
(so
(0
(co
(ac-ft)
33 0
79,400
-
-
-
34 0
87,500
83,450
83,450
1 92
35.0
95,700
91,600
175,050
402
360
104,200
99,950
275,000
631
370
112,800
108,500
383,500
880
380
121,500
117,150
500,650
1149
STATE STORAGE VOLUME -
175,050
4.02
stage8829-10 xIs
=R_ECV,T-%7_F__-D
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Brunswick Forest - Pond 10
STAGE - STORAGE TABLES
MAIN BODY OF POND -
FOREBAY -
Below WSEL
MAIN
TOTAL
TOTAL
TOTAL
INCR
INCR
ELEV AREA
AREA
VOL
STORAGE
AREA
VOL
STORAGE
(11) (so
(so
(cfl
(cfl
(so
(cfl
(co
33 0 62,500
79,400
-
-
16,900
-
-
32 0 49,000
63,500
35,725
35,725
14,500
7,850
7,850
310 43,000
55,500
59,500
95,225
12,500
13,500
21,350
300 37,000
46,500
51,000
146,225
9,500
11,000
32,350
20 30,000
37,500
42,000
188,225
7,500
8,500
40,850
280 26,000
31,500
34,500
222,725
5,500
6,500
47,350
270 22,000
25,500
28,500
251,225
3,500
4,500
51,850
260 18,000
19,500
22,500
273,725
1,500
2,500
54,350
FOREBAY-
TOTAL POND VOLUME -
273,725
Percent Volume=
20%
FOREBAY VOLUME -
54,350
PERCENT OF VOLUME -
20%
storage8829-10 als
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
0

Reservoir Report
Reservoir No 1 - Brunswick Forest No.10
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Page 1
English
Stage
ft
000
1 00
200
300
400
500
Elevation
ft
3300
3400
3500
3600
3700
3800
Contour area
sqft
79,400
87,500
95,700
104,200
112,800
121,500
Incr Storage Total storage
cuft cuft
0 0
83,450 83,450
91,600 175,050
99,950 275,000
108,500 383,500
117,150 500,650
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [D]
[A]
[B]
[C]
[D]
Rise in =
240
2 0 0 0 0 0
Crest Len ft= 3 0
100
400
0 0
Spanin =
240
2 0 0 0 0 0
Crest El ft = 3450
3550
36 50
000
No Barrels =
1
1 0 0
Weir Coeff = 330
330
300
000
Invert El ft =
3300
3300 000 000
Eqn Exp = 1 50
1 50
1 50
000
Length ft =
850
100 0 0 0 0
Multi -Stage = Yes
Yes
Yes
No
Slope % =
010
0 01 000 000
N-Value =
013
013 000 000
Ord Coeff =
060
060 000 000
Multi -Stage =
-----
Yes No No
Tailwater Elevation = 34 00 ft
Stage /Storage /Discharge Table
Note All ODUIO a have been
analy edl under inlet and outlet co
Stage Storage
Elevation
Civ A CIv B
CIv C Clv D Wr A Wr B
Wr C
Wr D
Discharge
ft cuft
ft
cfs cfs
cfs cfs cfs cfs
cfs
cfs
cfs
000 0
3300
000 000
--- --- 000 000
000
---
000
1 00 83,450
34 00
000 000
--- --- 000 000
000
---
000
200 175,050
3500
4 61 008
--- --- 350 000
000
---
358
300 275,000
3600
1645 000
--- --- 1819 11 67
000
---
1645
400 383,500
3700
22 81 000
--- --- 3913 6062
4243
---
2281
500 500,650
3800
2774 000
--- --- 6482 13044
22045
---
2774
HANOWR DESIGN SERVICES
319 IVALNUT STREET
WILNIINGTON, NC 28401

HANOVEF DESIGN SERVICES
319 WALNUT STREET
WWILIMINGTON, NC 28401
Project 8829-10 GPW OF newhanover OF 9 hyd's 08-04-2006

Hydrograph Summary Report
Page 1
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1747
6
756
162 912
10
----
-----
-----
10yr Predev
2
SCS Runoff
2593
6
756
240 198
50
----
------
------
50yr Predev
3
SCS Runoff
3026
6
756
280,267
100
---
------
----
100yr Predev
4
SCS Runoff
2727
6
744
214 714
10
—
----
----
10yr Postdev
5
SCS Runoff
3792
6
744
300,416
50
---
---
---
50yr Postdev
6
SCS Runoff
4325
6
744
343,988
100
---
------
------
100yr Postdev
7
Reservoir
223
6
990
103,361
10
4
3486
162,257
10yr Post -Route
8
Reservoir
594
6
858
188 894
50
5
3521
195,819
50yr Post -Route
9
Reservoir
857
6
828
232 411
100
6
3541
215,568
100yr Post -Route
HAATOVE
Z DESIGN SERVICES
319 N 'ALNUT
STREET
WEIM
NGTON, NC 28401
Proj file 8829-10 GPW
OF file newhanover OF
Run date 08-04-2006

Hydrograph Report
Hyd. No. 1
10yrPredev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 10 yrs
= 12 60 ac
= 04%
= USER
= 7 00 in
= 24 hrs
Peak discharge
Time Interval
Curve number
Hydraulic length
Time of conc (Tc)
Distribution
Shape factor
Page 1
English
= 17 47 cfs
= 6 min
= 70
= 1000 ft
= 30 min
= Type III
= 242
Total Volume = 162,912 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
960
020
1280
1676
1600
243
1920
1 11
970
023
1290
1609
1610
236
1930
1 10
980
027
1300
1533
1620
228
1940
1 08
990
032
1310
1450
1630
221
1950
107
1000
036
1320
1360
1640
214
1960
1 06
1010
041
1330
1266
1650
207
1970
105
1020
047
1340
11 69
1660
201
1980
1 04
1030
053
1350
1069
1670
1 96
1990
1 03
1040
059
1360
968
1680
1 90
2000
1 02
1050
066
1370
866
1690
1 85
2010
1 00
1060
073
1380
765
1700
1 80
2020
099
1070
081
1390
669
1710
1 75
2030
098
1080
090
1400
580
1720
1 71
2040
097
1090
099
1410
511
1730
1 67
2050
096
11 00
1 09
1420
466
1740
1 63
2060
095
11 10
1 19
1430
432
1750
1 59
2070
094
11 20
1 31
1440
407
1760
1 55
2080
093
11 30
145
1450
389
1770
1 52
2090
092
11 40
1 62
1460
373
1780
148
21 00
091
11 50
1 82
1470
360
1790
145
21 10
090
11 60
208
1480
348
1800
1 41
21 20
089
11 70
249
1490
337
1810
1 38
21 30
088
11 80
313
1500
327
1820
1 34
21 40
087
11 90
413
1510
317
1830
1 31
21 50
086
1200
598
1520
308
1840
1 28
21 60
085
12 10
869
1530
299
1850
1 25
21 70
084
1220
1160
1540
291
1860
1 23
21 80
083
1230
1443
1550
282
1870
1 20
21 90
082
1240
1640
1560
274
1880
1 18
2200
081
1250
1722
1570
266
1890
116
2210
081
1260
17 47 <<
1580
259
1900
1 14
2220
082
1270
1727
1590
251
1910
113
2230
082
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGPON, NC 28401

Hydrograph Report
Hyd. No. 2
50yrPredev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 50 yrs
= 12 60 ac
= 04%
= USER
= 9 00 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
Peak discharge
Time Interval
Page 1
English
= 25 93 cfs
= 6 min
Curve number = 70
Hydraulic length = 1000 ft
Time of conc (Tc) = 30 min
Distribution
Shape factor
Time -- Outflow
(hrs cfs)
= Type III
= 242
Total Volume = 240 198 cult
Time -- Outflow
(hrs cfs)
890
030
1210
1361
1530
414
1850
172
900
034
1220
1784
1540
402
1860
1 68
910
039
1230
21 91
1550
391
1870
1 65
920
044
1240
2464
1560
379
1880
1 62
930
050
1250
2570
1570
368
1890
1 59
940
055
1260
25 93 <<
1580
357
1900
1 57
950
061
1270
2553
1590
347
1910
1 54
960
068
1280
2469
1600
336
1920
1 52
970
075
1290
2363
1610
325
1930
1 50
980
082
1300
2244
1620
3 15
1940
1 48
990
089
1310
21 16
1630
305
1950
1 47
1000
097
1320
1979
1640
295
1960
1 45
1010
1 05
1330
1835
1650
286
1970
1 43
1020
1 14
1340
1688
1660
277
1980
1 42
1030
1 23
1350
1538
1670
269
1990
1 40
1040
1 33
1360
1387
1680
262
2000
1 39
1050
1 44
1370
1235
1690
255
2010
1 38
1060
1 56
1380
1086
1700
248
2020
1 36
1070
1 69
1390
945
1710
241
2030
1 35
1080
1 82
1400
8 15
1720
235
2040
1 33
1090
1 97
1410
716
1730
229
2050
1 32
11 00
212
1420
651
1740
224
2060
1 30
11 10
228
1430
603
1750
219
2070
1 29
11 20
247
1440
567
1760
213
2080
1 28
11 30
269
1450
541
1770
208
2090
1 26
11 40
295
1460
5 19
1780
203
21 00
1 25
11 50
325
1470
500
1790
1 99
21 10
1 23
11 60
366
1480
483
1800
1 94
21 20
1 22
11 70
430
1490
468
1810
1 89
21 30
1 20
11 80
530
1500
453
1820
1 84
21 40
1 19
11 90
683
1510
440
1830
1 80
21 50
1 17
1200
962
1520
427
1840
1 76
2160
1 16
Conhnues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
VVILIMINGTON, NC 28401

Hydrograph Report
Page 1
Hyd. No. 3
100yr Predev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 100 yrs
= 12 60 ac
= 04%
= USER
= 10 00 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge
Time Interval
Curve number
Hydraulic length
Time of conc (Tc)
Distribution
Shape factor
English
= 30 26 cfs
= 6 min
= 70
= 1000 ft
= 30 min
= Type III
= 242
Total Volume = 280 267 cult
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
850
031
11 70
527
1490
533
1810
215
860
035
11 80
646
1500
517
1820
209
870
039
11 90
827
1510
501
1830
204
880
044
1200
11 54
1520
486
1840
200
890
049
1210
1619
1530
472
1850
1 95
900
055
1220
21 08
1540
458
1860
1 91
910
061
1230
2577
1550
445
1870
1 88
920
067
1240
2888
1560
432
1880
1 84
930
074
1250
3004
1570
419
1890
1 81
940
081
1260
30 26 <<
1580
407
1900
1 78
950
089
1270
2975
1590
394
1910
1 75
960
097
1280
2874
1600
382
1920
1 73
970
1 05
1290
2747
1610
370
1930
1 71
980
1 14
1300
2607
1620
358
1940
1 68
990
1 23
13 10
2455
1630
346
1950
1 66
1000
1 32
1320
2293
1640
335
1960
1 64
1010
1 42
1330
21 24
1650
325
1970
1 63
1020
1 52
1340
1951
1660
315
1980
1 61
1030
1 64
1350
1776
1670
306
1990
1 59
1040
1 76
1360
1598
1680
298
2000
1 58
1050
1 89
1370
1421
1690
289
2010
1 56
1060
203
1380
1248
1700
282
2020
1 54
1070
218
1390
1083
1710
274
2030
1 53
1080
234
1400
932
1720
267
2040
1 51
1090
251
1410
818
1730
261
2050
1 50
11 00
269
1420
743
1740
254
2060
1 48
11 10
288
1430
688
1750
248
2070
1 46
11 20
3 11
1440
647
1760
242
2080
1 45
11 30
336
1450
6 17
1770
237
2090
1 43
1140
367
1460
592
1780
231
21 00
1 41
11 50
403
1470
570
1790
225
21 10
140
11 60
452
1480
551
1800
220
21 20
1 38
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph
Report
Page 1
English
Hyd. No. 4
10yr Postdev
Hydrograph type
= SCS Runoff
Peak discharge
= 27
27 cfs
Storm frequency
= 10 yrs
Time Interval
= 6
min
Drainage area
= 12 60 ac
Curve number
= 80
Basin Slope
= 0 4 %
Hydraulic length
= 1000
ft
Tc method
= USER
Time of conc (Tc) = 20
min
Total precip
= 7 00 in
Distribution
= Type
III
Storm duration
= 24 hrs
Shape factor
= 242
Total Volume = 214 714 cuft
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time --
Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
800 030
11 20
296
1440
429
1760
1 69
810 032
11 30
320
1450
415
1770
1 65
820 035
1140
350
1460
401
1780
161
830 039
11 50
385
1470
389
1790
1 57
840 042
11 60
434
1480
377
1800
1 53
850 046
11 70
518
1490
366
1810
1 49
860 050
11 80
658
1500
355
1820
1 46
870 054
11 90
868
1510
345
1830
1 42
880 059
1200
1243
1520
336
1840
1 39
890 064
1210
1768
1530
326
1850
1 36
900 070
1220
2287
1540
317
1860
1 34
910 075
1230
2621
1550
308
1870
131
920 081
1240
27 27 <<
1560
299
1880
1 29
930 087
1250
2725
1570
290
1890
1 27
940 094
1260
2632
1580
281
1900
1 26
950 1 01
1270
2478
1590
272
1910
1 24
960 1 08
1280
2295
1600
263
1920
1 23
970 1 15
1290
2099
1610
254
1930
1 22
980 1 23
1300
1892
1620
245
1940
1 20
990 1 31
1310
1677
1630
237
1950
1 19
1000 1 39
1320
1458
1640
230
1960
1 18
1010 1 47
1330
1244
1650
223
1970
1 17
1020 1 56
1340
1043
1660
216
1980
1 15
1030 1 66
1350
860
1670
210
1990
1 14
1040 1 76
1360
726
1680
205
2000
1 13
1050 1 88
1370
642
1690
200
2010
1 12
1060 200
1380
582
1700
1 95
2020
1 11
1070 214
1390
541
1710
1 90
2030
1 09
1080 228
1400
511
1720
1 86
2040
1 08
1090 243
1410
486
1730
1 81
2050
1 07
11 00 258
1420
465
1740
1 77
2060
1 06
11 10 276
1430
446
1750
1 73
2070
1 05
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON Nr`, 29401

Hydrograph Report
Hyd. No. 5
50yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
Page 7
English
= SCS Runoff
Peak discharge
= 37 92 cfs
= 50 yrs
Time Interval
= 6 min
= 12 60 ac
Curve number
= 80
= 0 4 %
Hydraulic length
= 1000 ft
= USER
Time of conc (Tc)
= 20 min
= 9 00 in
Distribution
= Type III
= 24 hrs
Shape factor =
242
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Total Volume = 300 416 cult
Time -- Outflow
(hrs cfs)
720
038
1040
287
1360
974
1680
272
730
041
1050
304
1370
861
1690
265
740
045
1060
321
1380
780
1700
258
750
048
1070
340
1390
724
1710
252
760
052
1080
360
1400
683
1720
246
770
056
1090
381
1410
650
1730
241
780
060
1100
404
1420
621
1740
235
790
064
1110
428
1430
596
1750
230
800
068
11 20
456
1440
574
1760
225
810
073
1130
491
1450
554
1770
219
820
077
1140
533
1460
536
1780
214
830
082
11 50
582
1470
519
1790
209
840
088
11 60
652
1480
503
1800
203
850
094
11 70
771
1490
488
1810
1 98
860
1 00
11 80
970
1500
474
1820
1 93
870
1 07
11 90
1266
1510
460
1830
1 89
880
1 14
1200
1789
1520
447
1840
1 84
890
1 22
12 10
25 10
1530
435
1850
1 81
900
1 30
1220
3216
1540
422
1860
1 77
910
1 39
1230
3661
1550
410
1870
1 74
920
1 48
1240
37 92 <<
1560
398
1880
1 71
930
1 58
1250
3776
1570
386
1890
1 69
940
1 67
1260
3636
1580
374
1900
1 67
950
1 78
1270
3415
1590
362
1910
1 65
960
1 88
1280
31 55
1600
350
1920
1 63
970
1 99
1290
2879
1610
338
1930
1 61
980
2 10
1300
2589
1620
326
1940
1 59
990
221
1310
2288
1630
315
1950
1 58
1000
233
1320
1983
1640
305
1960
1 56
1010
245
1330
1687
1650
296
1970
1 55
1020
258
1340
1409
1660
287
1980
1 53
1030
272
1350
11 58
1670
279
1990
1 51
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILMINGI'ON, NC 28401

Hydrograph Report
Hyd. No. 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip
Storm duration
= SCS Runoff
= 100 yrs
= 12 60 ac
= 04%
= USER
= 1000in
= 24 hrs
Peak discharge
Time Interval
Curve number
Hydraulic length
Time of conc (Tc)
Distribution
Shape factor
Page 1
English
= 43 25 cfs
= 6 min
= 80
= 1000 ft
= 20 min
= Type III
= 242
Total Volume = 343 988 cult
Hydrograph Discharge Table
Time -- Outflow
Time --
Outflow
Time -- Outflow
Time --
Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
700
046
1020
312
1340
1591
1660
322
710
050
1030
328
1350
1306
1670
314
720
054
1040
346
1360
1098
1680
305
730
058
1050
365
1370
970
1690
297
740
062
1060
385
1380
879
1700
290
750
066
1070
407
1390
815
1710
283
760
071
1080
430
1400
769
1720
277
770
075
1090
454
1410
732
1730
270
780
080
11 00
479
1420
699
1740
264
790
085
1110
507
1430
670
1750
258
Boo
090
11 20
539
1440
645
1760
252
810
095
11 30
579
1450
623
1770
246
820
1 01
11 40
627
1460
602
1780
240
830
1 07
11 50
684
1470
583
1790
234
840
1 13
11 60
764
1480
565
1800
228
850
1 20
11 70
901
1490
548
1810
222
860
1 28
11 80
11 30
1500
532
1820
217
870
1 36
11 90
1468
1510
517
1830
2 12
880
1 45
1200
2065
1520
502
1840
207
890
1 54
1210
2884
1530
488
1850
203
900
1 64
1220
3683
1540
474
1860
1 99
910
1 74
1230
41 83
1550
461
1870
1 95
920
1 85
1240
43 25 <<
1560
447
1880
1 92
930
1 96
1250
4301
1570
434
1890
1 89
940
207
1260
41 38
1580
420
1900
1 87
950
219
1270
3883
1590
406
1910
1 85
960
231
1280
3585
1600
393
1920
1 83
970
244
1290
3269
1610
379
1930
1 81
980
257
1300
2937
1620
366
1940
1 79
990
270
1310
2592
1630
354
1950
1 77
1000
283
1320
2245
1640
343
1960
1 75
1010
297
1330
1907
1650
332
1970
1 73
Continues on next page
I L,,,OVER DESIGN SERVICES
319 WALNUT STRFET
T,aT�-rm�,• � I kill
�IL,

Hydrograph Report Page 1
English
Hyd. No. 7
10yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 2 23 cfs
Storm frequency
= 10 yrs
Time Interval
= 6 min
Inflow hyd No
= 4
Reservoir name
= Brunswick Fores
Max Elevation
= 34 86 ft
Max Storage
= 162,257 cuft
Storage Indication method used
Total Volume = 103 361 tuft
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
Clv B
Civ C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
1280
2295
3417
295
003
----- ----- -----
----- ----- ----- 003
1290
2099
3425
321
004
----- ----- -----
----- ----- ----- 004
1300
1892
3433
343
005
----- ----- -----
----- ----- ----- 005
1310
1677
3440
366
005
----- ----- -----
----- ----- ----- 005
1320
1458
3446
384
005
----- ----- -----
----- ----- ----- 005
1330
1244
3452
399
006
----- ----- 005
----- ----- ----- Oil
1340
1043
3456
410
006
----- ----- 019
----- ----- ----- 025
1350
860
3460
419
006
----- ----- 031
----- ----- ----- 037
1360
726
3463
425
006
----- ----- 047
----- ----- ----- 053
1370
642
3465
430
006
----- ----- 061
----- ----- ----- 067
1380
582
3467
434
006
----- ----- 073
----- ----- ----- 079
1390
541
3469
438
007
----- ----- 084
----- ----- ----- 090
1400
511
3471
441
007
----- ----- 095
----- ----- ----- 1 01
1410
486
3472
444
007
----- ----- 1 06
----- ----- ----- 1 13
1420
465
3474
447
007
----- ----- 1 16
----- ----- ----- 1 23
1430
446
3475
449
007
----- ----- 1 26
----- ----- ----- 1 33
1440
429
3476
451
007
----- ----- 1 35
----- ----- ----- 142
1450
415
3477
453
007
----- ----- 1 43
----- ----- ----- 1 50
1460
401
3478
455
007
----- ----- 1 50
----- ----- ----- 1 57
1470
389
3479
457
007
----- ----- 1 57
----- ----- ----- 164
1480
377
3480
458
007
----- ----- 1 63
----- ----- ----- 170
1490
366
3481
459
007
----- ----- 1 70
----- ----- ----- 1 77
1500
355
3482
460
007
----- ----- 1 76
----- ----- ----- 1 83
1510
345
3482
460
007
----- ----- 1 82
----- ----- ----- 1 89
1520
336
3483
461
007
----- ----- 1 87
----- ----- ----- 1 94
1530
326
3483
462
007
----- ----- 1 92
----- ----- ----- 1 99
1540
317
3484
462
007
----- ----- 1 96
----- ----- ----- 203
1550
308
3484
462
007
----- ----- 200
----- ----- ----- 207
1560
299
3485
463
007
----- ----- 203
----- ----- ----- 210
1570
290
3485
463
007
----- ----- 206
----- ----- ----- 213
1580
281
3485
464
007
----- ----- 208
----- ----- ----- 2 16
1590
272
3485
464
007
----- ----- 2 10
----- ----- ----- 218
1600
263
3486
464
007
----- ----- 2 12
----- ----- ----- 219
1610
254
3486
464
007
----- ----- 213
----- ----- ----- 221
1620
245
3486
464
007
----- ----- 214
----- ----- ----- 222
1630
237
3486
464
007
----- ----- 2 15
----- ----- ----- 222
Conhnues on next page
HANOVER DESIGN SERVICES
319 WALNUPSTREET
WILIMINGTON, NC 28401

Hydrograph Report
Page 1
English
Hyd. No. 8
50yr Post -Route
Hydrograph type =
Reservoir
Peak discharge =
5 94 cfs
Storm frequency =
50 yrs
Time Interval =
6 min
Inflow hyd No
=
5
Reservoir name =
Brunswick Fores
Max Elevation
=
35 21 ft
Max Storage =
195,819 cuft
Storage lhdiWion method used
Total Volume = 188 894 ouft
Hydrograph Discharge
Table
Time Inflow
Elevation Clv A
Clv B
Clv C Civ D Wr A Wr B Wr C
Wr D Outflow
(hrs) cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
1270 3415
3454
405
006
----- ----- 013 ----- -----
----- 019
1280 31 55
3467
433
006
----- ----- 071 ----- -----
----- 077
1290 2879
3478
455
007
----- ----- 1 50 ----- -----
----- 1 57
1300 2589
3488
467
007
----- ----- 235 ----- -----
----- 242
1310 2288
3497
463
007
----- ----- 317 ----- -----
----- 325
1320 1983
3503
535
007
----- ----- 387 ----- -----
----- 395
1330 1687
3508
646
007
----- ----- 443 ----- -----
----- 450
1340 1409
3512
718
006
----- ----- 488 ----- -----
----- 495
1350 11 58
3515
764
006
----- ----- 522 ----- -----
----- 527
1360 974
3517
795
005
----- ----- 544 ----- -----
----- 550
1370 861
3518
816
005
----- ----- 560 ----- -----
----- 565
1380 780
3519
831
005
----- ----- 571 ----- -----
----- 575
1390 724
3520
841
004
----- ----- 578 ----- -----
----- 583
1400 683
3520
847
004
----- ----- 584 ----- -----
----- 588
1410 650
3521
851
004
----- ----- 587 ----- -----
----- 592
1420 621
3521
853
004
----- ----- 589 ----- -----
----- 594
1430 596
3521
<< 854
004
----- ----- 590 ----- -----
----- 5 94 <<
1440 574
3521
853
004
----- ----- 589 ----- -----
----- 594
1450 554
3521
852
004
----- ----- 588 ----- -----
----- 592
1460 536
3520
850
004
----- ----- 586 ----- -----
----- 590
1470 519
3520
847
004
----- ----- 583 ----- -----
----- 587
1480 503
3520
843
004
----- ----- 580 ----- -----
----- 584
1490 488
3520
838
005
----- ----- 576 ----- -----
----- 580
1500 474
3519
832
005
----- ----- 572 ----- -----
----- 576
1510 460
3519
826
005
----- ----- 567 ----- -----
----- 572
1520 447
3519
819
005
----- ----- 562 ----- -----
----- 567
1530 435
3518
812
005
----- ----- 557 ----- -----
----- 562
1540 422
3518
804
005
----- ----- 551 ----- -----
----- 556
1550 410
3517
796
005
----- ----- 545 ----- -----
----- 550
1560 398
3517
787
005
----- ----- 539 ----- -----
----- 544
1570 386
3516
779
005
----- ----- 533 ----- -----
----- 538
1580 374
35 15
769
005
----- ----- 526 ----- -----
----- 531
1590 362
35 15
760
006
----- ----- 519 ----- -----
----- 525
1600 350
3514
750
006
----- ----- 512 ----- -----
----- 518
1610 338
3514
740
006
----- ----- 505 ----- -----
----- 510
1620 326
3513
730
006
----- ----- 497 ----- -----
----- 503
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401

Hydrograph Report
Page 1
English
Hyd. No. 9
100yr Post -Route
Hydrograph type =
Reservoir
Peak discharge =
8 57 cfs
Storm frequency =
100 yrs
Time Interval =
6 min
Inflow hyd No
=
6
Reservoir name =
Brunswick Fores
Max Elevation
=
35 41 ft
Max Storage =
215,568 cuft
Storage Indication method used
Total
Volume = 232,411 tuft
Hydrograph Discharge
Table
Time Inflow
Elevation Clv A
Clv B
Clv C Civ D Wr A Wr B Wr C
Wr D Outflow
(hrs) cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
1260 41 38
3463
425
006
----- ----- 046 ----- -----
----- 053
1270 3883
3478
454
007
----- ----- 1 48 ----- -----
----- 1 55
1280 3585
3492
467
007
----- ----- 269 ----- -----
----- 276
1290 3269
3504
540
007
----- ----- 390 ----- -----
----- 397
1300 2937
3513
732
006
----- ----- 498 ----- -----
----- 504
1310 2592
3521
859
004
----- ----- 595 ----- -----
----- 599
1320 2245
3528
947
004
----- ----- 677 ----- -----
----- 681
1330 1907
3532
1010
004
----- ----- 742 ----- -----
----- 746
1340 1591
3536
1052
004
----- ----- 791 ----- -----
----- 795
1350 1306
3538
1080
004
----- ----- 822 ----- -----
----- 826
1360 1098
3540
1096
004
----- ----- 840 ----- -----
----- 844
1370 970
3540
11 03
004
----- ----- 849 ----- -----
----- 854
1380 879
3541 << 11 06
004
----- ----- 853 ----- -----
----- 8 57 <<
1390 815
3541
11 05
004
----- ----- 853 ----- -----
----- 857
1400 769
3540
11 03
004
----- ----- 849 ----- -----
----- 853
1410 732
3540
1099
004
----- ----- 844 ----- -----
----- 848
1420 699
3539
1093
004
----- ----- 838 ----- -----
----- 842
1430 670
3539
1087
004
----- ----- 830 ----- -----
----- 834
1440 645
3538
1079
004
----- ----- 822 ----- -----
----- 826
1450 623
3538
1071
004
----- ----- 812 ----- -----
----- 816
1460 602
3537
1063
004
----- ----- 803 ----- -----
----- 807
1470 583
3536
1054
004
----- ----- 792 ----- -----
----- 796
1480 565
3535
1044
004
----- ----- 782 ----- -----
----- 786
1490 548
3535
1035
004
----- ----- 771 ----- -----
----- 775
1500 532
3534
1025
004
----- ----- 759 ----- -----
----- 763
1510 517
3533
1015
004
----- ----- 748 ----- -----
----- 752
1520 502
3532
1004
004
----- --- 7 36
740
1530 488
3531
994
004
----- ----- 724 ----- -----
----- 728
1540 474
3530
984
004
----- ----- 713 ----- -----
----- 716
1550 461
3529
972
004
----- ----- 701 ----- -----
----- 705
1560 447
3529
960
004
----- ----- 690 ----- -----
----- 694
1570 434
3528
948
004
----- ----- 678 ----- -----
----- 682
1580 420
3527
936
004
----- ----- 667 ----- -----
----- 671
1590 406
3526
923
004
----- ----- 655 ----- -----
----- 659
1600 393
3525
911
004
----- ----- 643 ----- -----
----- 647
1610 379
3524
898
004
----- ----- 631 ----- -----
----- 636
Continues on next page
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIbiINGTON, NC 28401

Hydraflow Plan View
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Project file 8829-9 stm IDF file WILMINGTON IDF No Lines 17 08-10-2006

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
No
1
1 TO 3
3745
36 c
920
3200
3220
0 217
3500
3520
004
End
2
3 TO 4
31 09
36 c
1560
3220
3250
0 192
3524
3550
003
1
3
4 TO 5
1943
30 c
1760
3300
3330
0 170
35 53•
35 87•
002
2
4
5 TO 6
652
24 c
1480
3380
3400
0 135
3589
3599
001
3
5
5 TO 7
639
24 c
400
3350
3370
0 500
35 89'
35 92`
001
3
6
7 TO 8
251
18 c
1970
3400
3430
0 152
35 92•
36 02•
000
5
7
7 TO 9
1 43
18 c
91 0
3400
3430
0 330
35 92'
35 94'
Goo
5
8
4 TO 4A
11 25
24 c
11 0
3300
33 10
0 909
35 53•
35 55'
002
2
9
4A TO 4B
1076
24 c
130
3310
3320
0 769
35 57'
35 60'
002
8
10
4B TO 4C
1027
24 c
11 0
3320
3330
0 909
35 62•
35 63•
002
9
11
5 TO 5A
611
24 c
170
3330
3340
0 588
35 89•
35 90'
001
3
12
5A TO 58
562
24 c
120
3340
3350
0 833
35 91'
35 91'
000
11
13
5B TO 5C
5 14
24 c
120
3350
3360
0 833
35 92•
35 92'
000
12
14
6 TO 6A
611
24 c
180
3400
34 10
0 556
3600
3601
001
4
15
6A TO 6B
562
24 c
140
3410
3420
0 714
3601
3602
001
14
16
6B TO 6C
5 14
24 c
120
3420
3430
0 833
3602
3602
000
15
17
2 TO 3
514
24 c
320
3290
3300
0 312
35 24•
35 26'
000
1
OVER DESIGN
ERVIC
S
319 WALNUT S7
REET
ILIMINGTON, N
28401
Project File 8829-9 stm
I-D-F File WILMINGTON IDF
Total No Lines 17
Run Date 08-10-2006
NOTES c = circular e = elliptical b = box Return period = 25 Yrs • Indicates surcharge condition

Hydraflow Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(m/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
920
030
790
050
015
551
50
179
61
3745
3369
530
36
022
3220
3200
3520
3500
3730
3500
1 TO 3
2
1
1560
010
660
050
005
456
50
170
62
31 09
31 68
440
36
019
3250
3220
3550
3524
3730
3730
3 TO 4
3
2
1760
0 10
430
050
005
279
50
161
63
1943
1834
396
30
017
3330
3300
3587
3553
3730
3730
4 TO 5
4
3
1480
010
1 30
050
005
097
50
152
64
652
901
208
24
014
3400
3380
3599
3589
3750
3730
5 TO 6
5
3
400
060
1 70
050
030
085
50
11 1
70
639
1733
203
24
050
3370
3350
3592
3589
3740
3730
5 TO 7
6
5
1970
070
070
050
035
035
100
100
72
251
444
1 42
18
015
3430
3400
3602
3592
3760
3740
7 TO 8
7
5
91 0
040
040
050
020
020
100
100
72
1 43
653
081
18
033
3430
3400
3594
3592
3760
3740
7 TO 9
8
2
11 0
010
220
060
006
1 72
50
151
64
11 25
2336
358
24
091
3310
3300
3555
3553
3730
3730
4 TO 4A
9
8
130
0 10
2 10
060
006
1 66
50
15 1
64
1076
21 49
343
24
077
3320
33 10
3560
3557
3730
3730
4A TO 4B
10
9
11 0
200
200
080
1 60
1 60
150
150
64
1027
2336
327
24
091
3330
3320
3563
3562
3730
3730
4B TO 4C
11
3
170
0 10
1 20
060
006
092
50
151
64
611
1879
1 95
24
059
3340
3330
3590
3589
3730
3730
5 TO 5A
12
11
120
010
1 10
060
006
086
50
15 1
64
562
2237
1 79
24
083
3350
3340
3591
3591
3730
3730
5A TO 5B
13
12
120
1 00
1 00
080
080
080
150
150
64
514
2237
1 63
24
083
3360
3350
3592
3592
3730
3730
5B TO 5C
14
4
180
0 10
1 20
060
006
092
50
151
64
611
1826
1 96
24
056
3410
3400
3601
3600
3750
3750
6 TO 6A
15
14
140
010
1 10
060
006
086
50
15 1
64
562
2071
1 85
24
071
3420
34 10
3602
3601
3750
3750
6A TO 6B
16
15
120
1 00
1 00
080
080
080
150
150
64
514
2237
1 75
24
083
3430
3420
3602
3602
3750
3750
6B TO 6C
17
1
320
1 00
1 00
080
080
080
150
150
64
5 14
1370
1 63
24
031
3300
3290
3526
3524
3730
3730
2 TO 3
0
R D
SIGNS
I
CES
31C
WI
MING
ON,
C 284
1
Project File 8829-9 stm
I-D-F File WILMINGTON OF
Total number of lines 17
Run Date 08-10-2006
NOTES Intensity = 155 43 / (Tc + 26 20) ^ 0 86, Return penod = 25 Yrs , Initial tailwater elevation = 35 00 (ft) Total flows limited to inlet captured flows

Hydraflow Inlet Report
Page 1
Line
Line ID
A
Inlet
I
C
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Flow
Byp
No
time
CIA
carry
capt
byp
type
line
Ht
(m)
L
(ft)
area
(sqft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
(ft/ft)
Sx
(ftift)
depth
M
spread
(ac)
(min)
(mlhr)
(cfs)
(cfs)
(cfs
(cfs)
No
(ft)
1
i TO 3
030
50
8 15
050
1 22
000
1 22
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
013
310
Offsite
2
3T04
010
50
815
050
041
000
041
000
Comb
60
300
309
298
198
Sag
250
0042
0021
006
143
1
3
4 TO 5
010
50
8 15
050
041
000
041
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
006
1 43
2
4
5T06
010
50
815
050
041
000
041
000
Comb
60
300
309
298
198
Sag
250
0042
0021
006
143
3
5
5 TO 7
060
50
815
050
244
000
244
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
026
1257
3
6
7T08
070
100
717
050
251
000
251
000
Grate
00
000
200
200
200
Sag
250
0021
0021
027
1280
4
7
7 TO 9
040
100
7 17
050
1 43
000
1 43
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
0 19
881
5
8
4 TO 4A
0 10
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
2
9
4A TO 4B
010
50
815
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
8
10
4B TO 4C
200
150
642
080
1027
000
1027
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
052
1238
9
11
5 TO 5A
010
50
815
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
3
12
5A TO 5B
0 10
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
11
13
5B TO 5C
100
150
642
080
514
000
514
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
033
786
12
14
6 TO 6A
010
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
4
15
6A TO 6B
010
50
8 15
060
049
000
049
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
007
1 67
14
16
6B TO 6C
1 00
150
642
080
514
000
514
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
033
786
15
17
2 TO 3
1 00
150
642
080
5 14
000
5 14
000
Comb
60
300
309
298
1 98
Sag
250
0 042
0 021
033
786
1
ILNOVER
DESIG
. SERVICES
319 WALNUT
fSTRE
T
ILIMINGTON
NC 2
401
Project File 8829-9 stm
I-D-F File WILMINGTON IDF
Total number of lines 17
Run Date 08-10-2006
NOTES Inlet N-Values = 0 013 , Design depth for grate(s) = 0 3 (ft), Intensity = 155 43 / (Inlet time + 26 20) " 0 86 Return period = 25 Yrs ' Indicates Known 0 added

Hydraflow Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
(in)
(cfs)
A
coeff
(K)
loss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sgtt)
Vel
(tt1s)
Val
head
(ft)
EGL
elev
(ft)
Sf
N
Invert
elev
(ft)
HGL
elev,
(ft)
Depth
(ft)
Area
(sqft)
Val
(flls)
Vel
head
(ft)
EGL
elev
(ft)
Sf
M)
Ave
Sf
M
Enrgy
loss
(ft)
1
36
3745
3200
3500
300
707
530
044
3544
0 269
920
3220
3520
300
707
530
044
3564
0 265
0 267
0 245
0 10
004
2
36
31 09
3220
3524
300
707
440
030
3554
0 185
156
3250
3550
300
707
440
030
3580
0 182
0 184
0 286
010
003
3
30
1943
3300
3553
250
491
396
024
3577
0 191
176
3330
3587
250
491
396
024
3611
0 191
0 191
0 337
010
002
4
24
652
3380
3589
200
3 14
208
007
3596
0 071
148
3400
3599
1 99
314
208
007
3606
0 067
0 069
0 102
0 10
001
5
24
639
3350
3589
200
3 14
203
006
3595
0 068
400
3370
3592
200
3 14
203
006
3598
0 068
0 068
0 027
010
001
6
18
251
3400
3592
1 50
1 77
1 42
003
3596
0 049
197
3430
3602
1 50
1 77
1 42
003
3605
0 049
0 049
0 096
0 10
000
7
18
1 43
3400
3592
1 50
1 77
081
001
3593
0 016
91 0
3430
3594
1 50
1 77
081
001
3595
0 016
0 016
0 014
0 10
000
8
24
11 25
3300
3553
200
3 14
358
020
3573
0 211
11 0
3310
3555
200
3 14
358
020
3575
0 211
0 211
0 023
010
002
9
24
1076
33 10
3557
200
314
343
018
3575
0 193
130
3320
3560
200
314
343
0 18
3578
0 193
0 193
0 025
0 10
002
10
24
1027
3320
3562
200
314
327
017
3578
0 176
11 0
3330
3563
200
3 14
327
0 17
3580
0 176
0 176
0 019
010
002
11
24
6 11
3330
3589
200
3 14
1 95
006
3595
0 062
170
3340
3590
200
314
1 95
006
3596
0 062
0 062
0 011
0 10
001
12
24
562
3340
3591
200
314
1 79
005
3596
0 053
120
3350
3591
200
3 14
1 79
005
3596
0 053
0 053
0 006
0 10
000
13
24
5 14
3350
3592
200
314
1 64
004
3596
0 044
120
3360
3592
200
3 14
1 63
004
3596
0 044
0 044
0 005
010
000
14
24
611
3400
3600
200
3 14
1 95
006
3606
0 061
180
3410
3601
1 91
309
1 98
006
3607
0 054
0 057
0 010
0 10
001
15
24
562
3410
3601
1 91
309
1 82
005
3606
0 046
140
3420
3602
1 82
300
1 88
005
3607
0 046
0 046
0 006
0 10
001
16
24
514
3420
3602
1 82
300
1 71
005
3607
0 038
120
3430
3602
1 72
288
1 79
005
3607
0 041
0 039
0 005
010
000
17
24
514
3290
3524
200
3 14
1 64
004
3528
0 044
320
3300
3526
200
314
163
004
3530
0 044
0 044
0 014
0 10
000
MVER
DE
1GN S
VICES
319
VALN
JT STEM
WILI)
IINGT
N, NC
28401
Project File 8829-9 stm
I-D-F File WILMINGTON IDF
Total number of lines 17
Run Date 08-10-2006
NOTES Initial taibvater elevation = 35 (ft) ' Critical depth assumed " Critical depth assumed

Storm Sewer Profile
Pro) file 8829-9 stm
I
Elev (ft)
450
420
Line 1 Line 2
Size 36 (in) Size 36 (in) Line 3
Size 30 (in) Line 4
Size 24 (in)
360
330
300
0 50 100 150 200 250 300 350 400 450 500 550 600
HANOVER DESIGN SERVICES Reach (ft)
319 WUNUT STREET
WILIMINGTON, NC 28401

Storm Sewer Profile
Prol file 8829-9 stm
Elev (ft)
420
400
Line 5
Size 24 (in) Line 6
Size 18 (in)
380
360
340
320
0 25 50 75 100 125 150 175 200 225 250
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Reach (ft)

Storm Sewer Profile Proj file 8829-9stm
Elev (ft)
420
400
Line 7
Size 18 (in)
380
360
340
320
0 10 20 30 40 50 60 70 80 90 100
HANOVER DESIGN SERVICES Reach (ft)
319 WALNUT STREET
WILIMINGTON, NC 28401

Storm Sewer Profile Prol file 8829-9stm
Elev (ft)
41 0
Line 8 Line
9
Line 10

Storm Sewer Profile Prot file 8829-9 sfm
Elev (ft)
41 0
Line
Line
11
Line
12
Line
13

Storm Sewer Profile Proi file 8829-9stm
Elev (ft)
420
400
Line 14
Size 24 (in)
Line 15 Line 16
Sizein

Storm Sewer Profile Proi file 8829-9 stm
Elev (ft)
41 0
Line 17
390 Size 24 (in)
370
350
130
31 0
0 10 20 30 40 50 60 70 80 90 100
HAIvO?'ER DESKGN SEPVICES Reach (ft)
319 t' AINLT S'IREET
WILIMING`I'ON, NC 28401

Hydraflow Plan View
HANOVER DESIGN SERVICES
319 WALNUT STREET
WILII4INGTON, NC 28401
Protect file 8829-10 stm I IDF file WILMINGTON IDF I No Lines 16 108-10-2006 ----]

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
LineHlength
Invert
Invert
Line
HGL
HGL
Minor
Dns
No
rate
size
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)(ft)
(ft)
N
(ft)
(ft)
(ft)
No
1
1 TO 2
37 85
36 c3200
3230
0200
35 00'
35 41'
004
End
2
2 TO 3
3283
36 c3230
32 50
0 174
35 46'
35 69'
003
1
3
3 TO 4
25 57
36 c
650
3250
3270
0 308
35 73'
35 81'
0 02
2
4
4 TO 5
2361
36 c
1160
3270
3290
0 172
35 83'
35 95`
002
3
5
5 TO 6
1759
30 c
151 0
3330
3350
0 132
35 97'
36 21
002
4
6
6 TO 7
1307
30 c
1260
3350
3380
0 238
3623
3630
0 01
5
7
7 TO 9
912
18 c
68 0
34 50
34 80
0 441
36 31 `
36 75'
0 04
6
8
9 TO 10
326
18 c
1380
34 80
3500
0 145
36 79'
36 90'
0 01
7
9
10 TO 11
1 30
18 c
1260
3500
3520
0 159
36 91'
36 93'
000
8
10
7 TO 8
2 15
18 c
1320
3380
34 00
0 152
36 31'
36 36`
000
6
11
9 TO 9A
4 56
18 c
1420
34 80
3500
0 141
36 79`
37 02'
0 01
7
12
9A TO 9B
261
18 c
1250
3500
3520
0 160
37 03'
37 09'
000
11
13
3 TO 3A
583
18 c
1660
3400
34 30
0 181
35 73`
36 16'
0 02
2
14
3A TO 3B
411
18 c
850
34 30
3450
0 235
36 18'
36 29'
0 01
13
15
3B TO 3C
2 05
18 c
1180
34 50
34 70
0 169
36 30`
36 34'
000
14
16
2 TO 2A
301
18 c
700
3380
34 00
0 286
3546
35 50
000
1
Hi
NOVER DESIGN
ERVIC
S
319 WALNUT S
REET
LIMINGTON,
C 28401
Project File 8829-10 stm
I-D-F File WILMINGTON IDF
Total No Lines 16
Run Date 08-10-2006
NOTES c = circular e = elliptical, b = box, Return period = 25 Yrs ` Indicates surcharge condition

Hydraflow Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line
coeff
(1)
flow
full
ID
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(m/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(It)
(ft)
(ft)
1
End
1500
070
910
040
028
5 16
100
177
6 1
3785
32 31
536
36
020
3230
32 00
3541
3500
3790
3550
1 TO 2
2
1
1150
0 50
770
040
020
446
100
170
6 2
3283
30 13
4 65
36
017
32 50
3230
3569
35 46
3790
3790
2 TO 3
3
2
65 0
040
500
060
024
338
5 0
129
6 7
25 57
4008
362
36
0 31
3270
3250
35 81
35 73
3790
3790
3 TO 4
4
3
1160
1 20
4 60
070
084
314
100
12 3
6 8
2361
3000
3 34
36
017
32 90
32 70
35 95
35 83
3820
3790
4 TO 5
5
4
151 0
0 90
340
070
063
230
100
114
6 9
1759
1617
358
30
0 13
3350
3330
36 21
3597
3940
3820
5 TO 6
6
5
1260
0 50
2 50
0 50
025
1 67
100
107
7 1
1307
21 68
266
30
024
3380
3350
3630
3623
38 10
3940
6 TO 7
7
6
68 0
020
1 40
0 80
016
1 12
5 0
6 5
7 8
912
7 56
5 16
18
044
34 80
34 50
3675
3631
38 50
3810
7 TO 9
8
7
1380
030
0 50
0 80
024
040
5 0
5 7
8 0
326
433
1 84
18
014
3500
34 80
36 90
3679
38 50
38 50
9 TO 10
9
8
1260
020
020
0 80
016
0 16
5 0
5 0
81
1 30
4 53
074
18
0 16
3520
35 00
3693
36 91
38 50
38 50
10 TO 11
10
6
1320
060
060
0 50
030
030
100
100
7 2
2 15
443
1 22
18
015
34 00
33 80
3636
3631
3660
38 10
7 TO 8
11
7
1420
030
070
080
024
056
5 0
5 7
8 0
4 56
427
2 58
18
014
35 00
34 80
3702
3679
38 50
38 50
9 TO 9A
12
11
1250
040
040
0 80
032
032
5 0
5 0
81
2 61
4 55
148
18
0 16
3520
3500
37 09
3703
38 50
3850
9A TO 9B
13
2
1660
060
220
040
024
088
100
16 1
6 3
5 83
484
330
18
018
34 30
3400
36 16
3573
3790
3790
3 TO 3A
14
13
850
0 80
1 60
040
0 32
064
150
157
6 3
4 11
552
2 33
18
024
34 50
3430
36 29
36 18
3790
3790
3A TO 3B
15
14
1180
0 80
080
040
032
032
150
150
6 4
205
468
1 16
18
0 17
3470
34 50
36 34
3630
3790
3790
3B TO 3C
16
1
700
070
070
060
042
042
100
100
7 2
3 01
608
1 70
18
029
3400
3380
3550
35 46
38 00
3790
2 TO 2A
0
R D
SIGN
SERV.
CES
3I
WAL
UT S
REE
WIL
MING
FON, i
IC 284
1
Project File 8829-10 stm
I-D-F File WILMINGTON IDF
Total number of lines 16
Run Date 08-10-2006
NOTES Intensity = 155 43 / (Tc + 26 20) A 0 86 Return period = 25 Yrs Initial tailwater elevation = 35 00 (ft) Total flows limited to inlet captured flows

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(it)
(ft)
(ft)
No
1
1 TO 2
3639
36 c
1500
3200
3230
0200
35 00"
35 38"
004
End
2
2 TO 3
31 37
36 c
1150
3230
3250
0 174
35 42'
35 64'
003
1
3
3 TO 4
24 10
36 c
650
3250
3270
0 308
3567
3570
002
2
4
4 TO 5
2361
36 c
1160
3270
3290
0 172
3572
3583
002
3
5
5 TO 6
1759
30 c
151 0
3330
3350
0 132
35 85"
36 09"
002
4
6
6 TO 7
1307
30 c
1260
3350
3380
0 238
3611
3621
001
5
7
7 TO 9
9 12
18 c
680
3450
3480
0 441
36 22"
36 66`
004
6
8
9 TO 10
326
18 c
1380
3480
3500
0 145
36 70"
36 81'
001
7
9
10 TO 11
1 30
18 c
1260
3500
3520
0 159
36 82"
36 83"
000
8
10
7 TO 8
2 15
18 c
1320
3380
3400
0 152
36 22"
36 27"
000
6
11
9 TO 9A
456
18 c
1420
3480
3500
0 141
36 70"
36 93'
001
7
12
9A TO 9B
261
18 c
1250
3500
3520
0 160
36 94'
37 00'
000
11
13
3 TO 3A
583
18 c
1660
3400
3430
0 181
35 67'
36 11"
002
2
14
3A TO 3B
411
18 c
850
3430
3450
0 235
36 12"
36 23"
001
13
15
3B TO 3C
205
18 c
1180
3450
3470
0 169
36 24"
36 28"
000
14
16
2 TO 2A
301
18 c
700
3380
3400
0 286
3542
3547
000
1
NOVER DESIGN
WALNUTS
ILIMINGTON,
JERVICS319
Project File 8829-10 stme
WILMINGTON IDF
Total No Lines 16
Run Date 07-21-2006
NOTES c = circular, e = elliptical b = box Return period = 25 Yrs , " Indicates surcharge condition

Hydraflow Inlet Report
Page 7
Line
No
Line ID
A
Inlet
time
I
C
Q =
CIA
Q
carry
Q
capt
Q
byp
Junc
type
Curb Inlet
Grate Inlet
Gutter
Flow
Byp.
line
Ht
(m)
L
(ft)
area
(sqft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
Wit)
Sx
(ft/ft)
depth
(ft)
spread
A
(ac)
(min)
(m/hr)
(cfs)
(cfs)
(cfs)
(cfs)
No
1
1 TO 2
070
100
7 17
040
201
000
201
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
023
11 03
Offsite
2
2 TO 3
050
100
717
040
1 43
000
1 43
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
019
881
1
3
3 TO 4
040
50
8 15
060
1 96
000
1 96
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
023
1083
2
4
4 TO 5
1 20
100
717
070
603
000
603
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
048
2295
3
5
5 TO 6
090
100
7 17
070
452
000
452
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
040
1894
4
6
6 TO 7
050
100
7 17
050
1 79
000
1 79
000
Grate
00
000
200
200
200
Sag
250
0 021
0 021
021
1023
5
7
7 TO 9
020
50
8 15
080
1 30
000
1 30
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
017
083
6
8
9 TO 10
030
50
815
080
1 96
000
1 96
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
023
1 08
7
9
10 TO 11
020
50
8 15
080
1 30
000
1 30
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
017
083
8
10
7TO8
060
100
717
050
215
000
215
000
Grate
00
000
200
200
200
Sag
250
0210
0210
024
115
6
11
9 TO 9A
030
50
8 15
080
1 96
000
1 96
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
023
1 08
10
12
9A TO 9B
040
50
815
080
261
000
261
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
028
1 31
11
13
3 TO 3A
060
100
7 17
040
1 72
000
1 72
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
021
1 00
2
14
3A TO 3B
080
150
642
040
205
000
205
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
024
1 12
13
15
3B TO 3C
080
150
642
040
205
000
205
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
024
1 12
14
16
2 TO 2A
070
100
717
060
301
000
301
000
Grate
00
000
200
200
200
Sag
250
0 210
0 210
030
1 45
1
1UNOVER
DESIO
SENICES
319 WALNUT
STRE
T
ILIMINGTON
NC 2E
401
Protect File 8829-10 stm
I-D-F File WILMINGTON IDF
Total number of lines 16
Run Date 08-10-2006
NOTES Inlet N-Values = 0 013 , Design depth for grate(s) = 0 3 (ft) Intensity = 155 43 / (Inlet time + 26 20) ^ 0 86 Return period = 25 Yrs ' Indicates Known Q added

Hydraflow Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
(In)
(cfs)
(ft)
coelf
(K)
loss
(ft)
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sqft)
Val
(ftfs)
Val
head
(ft)
EGL
elev
(ft)
Sf
N
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sgft)
Val
(ftls)
Val
head
(ft)
EGL
elev
(ft)
Sf
I%)
Ave
Sf
(%)
Enrgy
loss
(ft)
1
36
3785
3200
3500
300
707
536
045
3545
0 275
150
3230
3541
300
707
536
045
3586
0 275
0 275
0 412
0 10
004
2
36
3283
3230
3546
300
707
465
034
3579
0207
115
3250
3569
300
707
465
034
3603
0207
0207
0 238
0 10
003
3
36
2557
3250
3573
300
707
362
020
3593
0 125
650
3270
3581
300
707
362
020
3601
0 125
0 125
0 081
0 10
002
4
36
2361
3270
3583
300
707
334
0 17
3600
0 107
116
3290
3595
300
707
334
017
3613
0 107
0 107
0 124
010
002
5
30
1759
3330
3597
250
491
358
020
3617
0 157
151
3350
3621
250
491
358
020
3641
0 157
0 157
0 237
0 10
002
6
30
1307
3350
3623
250
491
266
011
3634
0 087
126
3380
3630
250
491
266
0 11
3641
0 086
0 086
0 109
010
001
7
18
912
3450
3631
1 50
1 77
516
041
3673
0 644
680
3480
3675
1 50
1 77
516
041
3716
0 643
0 644
0 438
010
004
8
18
326
3480
3679
1 50
1 77
1 84
005
3684
0 082
138
3500
3690
1 50
1 77
1 84
005
3696
0 082
0 082
0 113
0 10
001
9
18
1 30
3500
3691
1 50
1 77
074
001
3692
0 013
126
3520
3693
1 50
1 77
074
001
3693
0 013
0 013
0 017
010
000
10
18
215
3380
3631
1 50
1 77
1 22
002
3633
0 036
132
3400
3636
1 50
1 77
1 22
002
3638
0 036
0 036
0 047
010
000
11
18
456
3480
3679
1 50
1 77
258
0 10
3689
0 161
142
3500
3702
1 50
1 77
258
010
37 12
0 161
0 161
0 228
0 10
001
12
18
261
3500
3703
1 50
1 77
1 48
003
3706
0 053
125
3520
3709
1 50
1 77
148
003
3713
0 053
0 053
0 066
010
000
13
18
583
3400
3573
1 50
1 77
330
017
3590
0 263
166
3430
3616
1 50
1 77
330
017
3633
0 263
0 263
0 436
010
002
14
18
411
3430
3618
1 50
1 77
233
008
3626
0 130
850
3450
3629
1 50
1 77
233
008
3638
0 130
0 130
0 111
010
001
15
18
205
3450
3630
1 50
1 77
1 16
002
3632
0 033
118
3470
3634
1 50
1 77
1 16
002
3636
0 033
0 033
0 038
010
000
16
18
301
3380
3546
1 50
1 77
1 71
005
3550
0 070
700
3400
3550
1 50
1 77
1 70
005
3555
0 070
0 070
0 049
010
000
HI
;IGi SE
VICES
319
VALN
JT STR
ET
WILIMINGT1
A NC
3701
Project File 8829-10 stm
I-D-F File WILMINGTON OF
Total number of lines 16
Run Date 08-10-2006
NOTES Initial tailwater elevation = 35 (ft) ' Critical depth assumed "Critical depth assumed

Storm Sewer Profile
Prol file 8829-10 stm
Elev (ft)
490
450
41 0
370
Kxi11M
290
Line 5
Line 1 Line 2 Line 3 1 Line 4 Size 30 (m)
Size 36 (in) Size 36 in)_Size 36 (in _Size 36 (in) Line 6
Size 30 in)
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
HANOVER DESIGN SERVICES Reach (ft)
319 WALNUT STFEET
MUMINGPO';, NC 28401

Storm Sewer Profile Prol file 8829-10 stm
Elev (ft)
420 ---------------- - ----------------
i
--
Line
7
Line
8
Line 9

Storm Sewer Profile
Proj file 8829-10 stm
Elev (ft)
420
am
:M
360
340
320
Line 10
Size 18 (in)
0 25 50 75 100 125 150
HANOVER DESIGN SEWICES
UM WALNUT STRFE T
I�,JTHG1IlNGTON, NC 26401
Reach (ft)

Storm Sewer Profile
Prol file 8829-10 stm
Elev (ft)
430
41 0
Line 11 Line 12
Size 18 (in) Size 18 (in)
390
370
350
330
U 25 50 75 100 125 150 175 200 225 250 275
HAN OVER DESIGN SEM ICES
319 WALNUT STREET
WILIMINGTON, NC 28401
Reach (ft)

Storm Sewer Profile Prol file 8829-10stmv
Elev (ft)
420
400
Line
Size
13
Line 14
Line 15
¢e 18
18 (in)
Size 18 (in)

Storm Sewer Profile Proj file 8829-10stm
Elev (ft)
420
400 Line 16
Size 18 (in)
38 0
360
340
320
0 10 20 30 40 50 60 70 80 90 100
HANOVER DESIGN SE) MCES Reach (ft)
319 VMLNUT STREET
WILIMINGTON, NC 28401

Oldcastle N.C. Products 4—DS
P O Box 27077
Raleigh, N C 27611
[phone]
FAX [phone]
SOLID TOP OR
ACCESS OPENING
AS REQUIRED
RISER HEIGHT
NOTE 1'-4
SOLID BASE SECTION
AVAILABLE W/CAST OR
rnppn nDvXT wTr0
N C P
30" X 48"
SOLID
Ri
1 CONCRETE, COMPRESSIVE STRENGTH 4000 PSI
2 REINFORCING- ASTM A-615, GRADE 60
3 MEETS H-20 LOADING TO 15 FEET
4 MAX PIPE DIA (SEE INSERT)
5 ANY MODIFICATION OF BOX MAY
NULLIFY H-20 LOADING
PRECAST ALTERNATE FOR NCDOT
84001
840 11
840 14
NOT TO SCALE ISHEET CF

U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action Id 200101122 County Brunswick Quad WINNSBOW
Notification of Jurisdictional Determination
Property owner Allen D Moore Authorized Agent Christian Prezlosi
International Paper Realty Land Management Group, Incorporated
Corporation
Address Carmel Executive Park, Suite 140 Post Office Box 2522
7400 Executive Park Drive Wilmington, NC 28402
Charlotte, NC 28226
I;elephone Number [phone] [phone]
Zone 17 UTM or LAT/LONG North 3785700 East 773700
Size and Location of Property(waterbody, Highway name/number, town, etc) A 5800-tract, Brunswick Forest located below headwaters
of Town Creek between NC Fhghways 17 and 133 south of Leland, Brunswick County, North Carolina
Indicate which of the following apply
oa ,
The wetlands on your lot have been delineated, and the hunts of Corps jurisdiction have been explained to you Unless
there is a change in the law or our published regulations, this determination may be rehed upon for a period not to exceed
five years from the date of this notification.
O
The project is located in one of the 20 Coastal Counties You should contact the nearest State Office of Coastal
Management to determine their requirements
Placement of dredged or fill material in wetlands on this property without a Department of
the Army permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC
1311) A permit is not required for work on the property restricted entirely to existing high
ground If you have any questions regarding the Corps of Engineers regulatory program,
please contact Allen S Davis at [phone]
Property owner/Authorized Agent Signature
Date '(i It�tGf (� Expiration Date
SURVEY P T OR FIELD SIB' OF DESCRIBE
DELINEATION FORM MUST BE ATTACHED TO THE FILE COPY OF THIS FORM
CESAW Form 566
1 OCr92
RECEAt7Fj]
SEP 0 1 2006
BY

C
1tSLI{ ;.J
l 1 i
4ay�
ccF�
1eA✓ FOR
INTERNATIONAL PMER
REALTYCORPORATION
BR UNSWICK FOREST
WETLAND SURVEY EAST OF THE
SUNNY POINT RAILROAD
COVER SHEET
N°''
,
Us
TOWNCREEK IOWNSHIP
BRUNSWICA COUNTY
m Ac
NORTH CARDLINA
�
OWNER I FOREST RESOURCES COMPANY \
I
A DELAWARE CORPORTAHON � I
mnAs
)1 ro
,)AIRir \ I
DATE FEB I 2001
_
5
REVISED AUGUST ZOOI,�,�
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AREA CALCI)LA B(WB
1
426023 ALMES WTAL (EASF Qc ME KSMRN RAW W
THE SUNNY PWNT RAILROAD)
1
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I
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SEE WETLAND SURVEY DATED
SEPTEMBER 2000 I
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NOBS
I ALL CIXtOMARY ME NC. �w 1983
] AU &5tANEES ARE oaDZWYAL
J Fql REFERENFE SEE OEEO B 9W PALE 398 PER BM61N
< N.R ' UNE9 COWLED FFOM A PARRAL MID SAR£Y
BY NAN010R CE9(N SERWCES, PA. AND A $URWI BY
LES M 600I(M M PIS M94 OATO MARCN 5 1999
(MINI Ls INLEE $ w GROUNA F`H)IVE 60.5-651-8636)
5 WHANO Ma BY LAND MANALENENY CF6lm INC AIRWYEO
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e FOR WEILAWS EAST W 1NE S Y PM RABRDAO SEE WRWY
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J IM'&IS 6 MS AIRWY WAS IKRFWAIE0 WINASl2tl! NMEL 5CA-IPS
RECE}WRS ALL DATA JAS POSE MOE D WIN RELIANR PROCESSM
IB MO.ERR ACCLRACY
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14 '4 j4FQ3 /' SrtEl're IV—
Rns CCRRiWS WAY Res f Y a iris PAY DIENTY73^ AS WAIFRs AND xEIlM1m5 FLL NFI<
., WA 1CR5 µ0 W.NNS REMAI£J PLK9AW I II MI. <w b' Rp ". M/AEA ACF
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LA.VV SVRYF Y(ATS ENGINEERS IAND I, ANllL RS
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Brunswick �^�^-•
Sales Office
DRAINAGE AF
August2006
SCALE v= 1!
DRAINAGE ARE
Onsite
( DRAINS TO P(
1
4A
4B
4C
5
5A
5B
5C
6A
6B
6C
7
8
9
10
TOTAL

Aug 01 06 12:14p Hanover Design 910-343-9941 p-2
�� I
NCDEI R _ North Carolina Department of Environment and Natural Resources ✓'7'1 a-5 m 4
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]-JI�'Ll) R IrJ
Request for Express Permit Review Ind
FILL-IN all information below and CHECK required Permit(s)FAX or email to Cameron Weaver(a0cmail.net along with a narrative and vidfi-Ity map of the project location
Projects must be submitted by 9 00 A.M of the review date, unless prior arrangements are made
APPLICANT Name _Allan Jefferson Earp
Company _FUNSTON LAND AND TIMBER, LLC
Address 1018 E GRANDIFLORA DR _City/State_LELAND, NC Zip_28451_ County_BRUNSWICK
Phone_(910)383-1425 Fax_(910)383-1424 Emall--
PROJECT Name_BRUNSWICK FOREST -PHASE 6_SECTION 1 _UN41,0 �Ro�
PROJECT SYSTEMS) TRIBUTARY TO_PINEY BRANCH (STREAM NAME) _CSW 18-77-3 RIVER BASIN
ENGINEER/CONSULTANT DAVID S HOLLIS PE, PLS
Company _HANOVER DESIGN SERVICES, PA_
Address 319 WALNUT ST City/State_WILMINGTON NC_Zlp_28401_County_New Hanover_
Phone_(910)343-8002 Fax_(910)343-9941 Email
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required ❑ Yes [El No
(] STREAM ORIGIN Determination; _# of stream calls, Stream Name
❑ STORMWATER ❑ Low Density [jrHigh Density -Detention Pond ❑ High Density -Other
Wetlands MUST be addressed below ❑ Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed
------------------------------------------------ ----------- ------- ------------------------------------- ---_-_------------_------------
WETLANDS (401) Wetlands on Property [Yes ❑ No Isolated Wetlands on Property ElYes [�No
Check all that apply Wetlands Will Be Impacted ❑ Yes F�CNo Wetland Impacts ^' ,*.� Acre(s)
Wetlands Delineation has been completed [✓7Yes ❑ No ❑ Buffers Impacted Acre(s)
USACOE Approval of Delineation completed () Yes ❑ No
404 Application in process w/USACOE ❑Yes ❑No I Permit received from USAGE ❑Yes ❑No
401 Application required []Yes ❑ No If Yes, ❑ Regular ❑ Express
----------------------------- ----------------- ------------------------------------------------------ -----------------------_------- ---------------------------
Additional fees, not to exceed 50% of the original Express Review permit application fee, may be charged for
subsequent reviews due to the inbufficiency of the permit applications,
For DENR use only ReLA rt-_V
SUBMITTAL DATES Fee Split for multiple permits 0(p D') I
SW OS c�q2 1 pl,
CAMA s — n12) t a I ► Pkw�
LOS S — CtLegtLe,U2t;DE
401 g Total Fee Amount $ 0 3 000
b SoSzv �h2
v Lo02- (o JerrLAND

Rug 01 06 12:15p Hanover Design 910-343-9941 p 3
STORM WATER NARRATIVE
BRUNSWICK FOREST Phase 6-Section
for
FUNSTON LAND and TIMBER, LLC
August, 2006
NARRATIVE
NOTE To be reviewed in conjunction with "Revision of The Erosion and Sediment Control
and Water Quality Plan for Brunswick Forest Phase 6-Section 1 Plans and Profiles",
Hanover Design Services, PA, Drawings No 8829ph6s1, Sheets 1 through 7
PROJECT DESCRIPTION -
The purpose of this plan is to identify measures to be implemented during construction of a
Sales Center, Wellness Center, supporting infrastructure, two water quality
detention/retention ponds, and land grading associated with this development
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

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Aug 01 06 12:14p Hanover Design 910-343-9941 p.l
Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
319 Walnut Street —Wilmington, NC 28401
Phone [phone] — Fax [phone]
FACSIMILE TRANSMITTAL
NUMBER OF PAGES (INCLUDING COVER SHEET)
TO FAX # 35t'- Zao� DATE Arg
COMPANY /�CT'/U/C
ATTENTION/G. [_�7/��QCf�L�%t°GI �l%f'rP,t S i /�/i✓I���ILFJ
SUBJECT!'L2dlf//C�"rl�/r'(T
f1GZiPI
COMMENTS
ill�irAl�ts�l�'•�t/i mil ,CA M I!
HDS PROJECT
FA
If you need any page(s) resent, please call [phone]
319 Walnut Street, Wilmington, N C 28401
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