SW8950109_Historical File_20010209

N�)rc a Carolina
De-,' tment of Environment and Natural Resources
4 � •
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
Division of Water Quality NCDENR
Wilmington Regional Office NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
February 9, 2001
Ms. Cathie Johnston, Interim HOA President
Georgetowne Homeowner's Association
c/o Landmark Developers
5022 Wrightsville Avenue
Wilmington, NC 28403,
Subject: Permit No. SW8 950109 Modification
Georgetown Subdivision
High Density Subdivision Stormwater Project
New Hanover County
Dear Ms. Johnston:
The Wilmington Regional Office received a complete modification to the Stormwater Management Permit
Application for Georgetowne Subdivision on December 22,2000. Staff review of the plans and specifications has
determined that the project,as proposed,will comply with the Stormwater Regulations set forth in Title 15A NCAC
2H.1000. We are forwarding Permit No. SW8 950109 Modification, dated February 9, 2001,for the construction
of the project, Georgetowne Subdivision.
This permit shall be effective from the date of issuance until February 9,2011,and shall be subject to the conditions
and limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements
in this permit.Failure to establish an adequate system for operation and maintenance of the stormwater management
system will result in future compliance problems.
If any parts.requirements,or limitations contained in this permit are unacceptable;you have the right to request an
adjudicatory hearing upon written request within thirty(30)days following receipt of this permit. This request must
be in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes,and filed
with the Office of Administrative Hearings,P.O. Drawer 27447,Raleigh,NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions,or need additional information concerning this matter,please contact Linda Lewis,or me
at [phone].
Sincerely,
Rick Shiver 4d)
Water Quality Regional Supervisor
RSS/:arl S:\WQS\STORMWAT\PERMIT\950109.FEB
cc: Davis Fennell, P.E.
Tony Roberts,New Hanover County Inspections
Beth Easley,New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 1 50% recycled/10% post-consumer paper

State Stormwater Management Systems'
Permit No. SW8 950109 Modifi,atiou
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
Georgetowne Homeowner's Association
Georgetowne Subdivision
New Hanover County
FOR THE
construction, operation and maintenance of an overall 30%low density subdivision with a wet detention pond for
collected street runoff, in compliance with the provisions of 15A NCAC 2H A 000 (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 February 9,2011 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit,the Project Data Sheet. The subdivision is permitted for 163 lots,each allowed a maximum
built-upon area as follows: 112 lots @5,000 ft2; and 51 lots @6,000 ft2, as described on the application..
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
4. All runoff from the collected streets must be directed into the wet detention pond.
2.

4f� State Stormwater Management Systems
Permit No. SW8 950109 Modification
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Georgetown Subdivision
Permit Number: SW8 950109 Modification
Location: New Hanover County
Applicant: Ms. Cathie Johnston, Interim HOA President
Mailing Address: Georgetowne Homeowner's Association
c/o Landmark Developers
5022 Wrightsville Avenue
Wilmington,NC 28403
Application Date: December 22, 2000
Name of Receiving Stream/Index#: Barnards Creek/CFR 18-80
Classification of Water Body: "C Sw"
If Class SA, chloride sampling results: n/a
Design Storm: lot
Pond Depth, feet: 7.5
Permanent Pool Elevation, FMSL: 15.75
Drainage Area, acres: 83.1
Total Impervious Surfaces, ft2: 1,143,793
163 lots- 112 @5,000 ft2; 51 @6,000 ft2: 761,500
Roads, ft2 362,030
Recreation Area, ft2: 20,263
Offsite Area entering Pond, ft2: None, per Engineer
Required Surface Area, ft2: 30,694
Provided Surface Area, ft2: 55,738
Required Storage Volume, ft3: 100,867
Provided Storage Volume, ft3: 283,156
Temporary Storage Elevation, FMSL: 20
Controlling Orifice: 6"�pipe
3

�., _t t
State Stormwater Management Systems
Permit No. SW8 950109 Modification
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in,alter,or pipe any drainage feature(such as swales) shown
on the approved plans as part of the stormwater management system without submitting a revision to the
permit and receiving approval from the Division.
2. The permittee is responsible for verifying that the proposed built-upon area for the entire lot, including
driveways and sidewalks,does not exceed the allowable built-upon area. Once the lot transfer is complete,
the built-upon area may not be revised without approval from the Division of Water Quality, and
responsibility for meeting the built-upon area limit is transferred to the individual property owner.
3. If an Architectural Review Committee (ARC) is required to review plans for compliance with the BUA
limit, the plans reviewed must include sidewalks and driveways. Any approvals given by the ARC do not
relieve the homeowner of the responsibility to maintain compliance with the permitted BUA limit.
4. The following items will require a modification to the permit:
a. Any revision to the approved plans,regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision,acquisition,or sale of the project area.The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
5. The Director may determine that other revisions to the project should require a modification to the permit.
6. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit.Within the time frame specified in the notice,the permittee shall submit a written
time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
7. The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built-upon surface.
8. During construction,erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
9. 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.
10. Decorative spray fountains will not be allowed in the stormwater treatment system.
11. 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.
12. 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.
4

4. State Stormwater Management Systems
Permit No. SW8 950109 Modification
13. Prior to transfer of the permit, the pond must be inspected by DWQ personnel, and determined to be in
compliance with all permit conditions. Any items not in compliance must be repaired or replaced to design
condition prior to the transfer. Records of maintenance activities performed to date will be required.
14. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including,but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
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. Prior to the sale of any lot,deed restrictions must be recorded which limit the built-upon area per lot to the
amount as shown on the Project Data Sheet,per Section 1,Part 2. The recorded statements must follow the
form:
a. "The maximum built-upon area per lot is limited as follows: 112 lots @5,000 ft2;and 51 lots @6,000
ft2, as described below and in the low density supplement. This allotted amount includes any built-
upon area constructed within the lot property boundaries, and that portion of the right-of-way
between the front lot line and the edge of the pavement. Built upon area includes,but is not limited
to, structures, asphalt, concrete, gravel,brick, stone, slate, coquina and parking areas,but does not
include raised, open wood decking, or the water surface of swimming pools."
b. "Lots @6,000 ft2: 1,2, 9, 11, 12, 15, 22, 23,25, 32, 33, 34R-38R,42, 43,44,49, 54, 55, 58R, 59R,
60,64,69-75,77,78R,81R,82R,84R,87,88,92,97, 170-174,and 179-182.All 112 others @5,000
ft2
C. "The covenants pertaining to stormwater regulations may not be changed or deleted without
concurrence of the State."
d. "Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of'the State."
17. A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date of
recording the plat,and prior to selling lots. The recorded copy must bear the signature of the Permittee,the
deed book number and page, and stamp/signature of the Register of Deeds.
18. This permit shall become voidable unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
19. 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.
5

�* State Stormwater Management Systems
Permit No. SW8 950109 Modification
20. 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
l. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a"Name/Ownership Change Form" must be submitted to the Division
of Water Quality accompanied by appropriate documentation from the parties involved, such as a copy of
the deed of trust. Other supporting materials, such as a signed Operation and Maintenance plan in the case
of engineered systems,will also be required. The project must be in good standing with DWQ.The approval
of this request will be considered on its merits and may or may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes,rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal)
which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management systems.
5. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition.
6. Permittee grants permission to staff of the DWQ to access the property for the purposes of inspecting the
stormwater facilities during normal business hours.
7. The permittee shall notify the Division of any name,ownership or mailing address changes within 30 days.
Permit issued this the 9th day of February, 2001.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Kerr T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 950109 Modification
6

y State Stormwater Management Systems
Permit No. SW8 950109 Modification
Georgetowne Subdivision Page I of 2
Stormwater Permit No. SW8 950109 Modification
New Hanover County
Designer's Certification
1, ,as a duly registered in
the State of North Carolina,having been authorized to observe(periodically/weekly/full time)the construction of
the project,
(Prof ect)
for (Project Owner)hereby state that,to the best of my abilities,due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
7

State Stormwater Management Systems
Permit No. SW8 950109 Modification
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.
3. All the built-upon area associated with the project is graded_such that the runoff drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
0. The permitted amounts of surface area and/or volume have been provided.
l. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, a forebay, and the vegetated filter.
14. The overall dimensions of the system, as shown on the approved plans, are provided.
cc: NCDENR-DWQ Regional Office
Tony Roberts,New Hanover County Building Inspector
8

OFFICE USE ONLY
Date Received Fee Paid 777T777 Permit Number
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. GENERAL INFORMATION:
1. Applicant's name(specify the name of the corporation,individual, etc.who owns the project):
Georgetowne Homeowners Association
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Cathie Johnston, Interim HOA President
3. Mailing Address for person listed in item 2 above:
5022 Wrightsville Ave.
City: Wilmington State: NC Zip: 28403
Telephone Number: (9 10 ) 392-7201
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Georgetowne 5ubd1v1510n
5. Location of Project(street address):
4200 South College Road
City: Wilmington County: New Hanover
6. Directions to project(from nearest major intersection):
Highway 132,Ju5t South of Cape Fear Academy
intersection.
7. Latitude: 3409' 00" Longitude: 780 53' 45" of project
8. Contact person who can answer questions about the project:
Name: Davis Fennell, Cape Fear Engineering Telephone Number: (9 1 9) 790-8584
II. PERMIT INFORMATION:
1. Specify whether project is(check one): New Renewal X Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit,list the
existing permit number 5W8 950 109 And its issue date(if known) July 29, 1999
Form: SWU-101 Version 3.99 Page 1 of 4

1
3. Specify the type of project(check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
CAMA Major X Sedimentation/Erosion Control 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages)describing stormwater management for the project.
Piped collection system to wet detention pond.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: 102.5 acres 4. Project Built Upon Area: 28.28 %
5. How many drainage basins does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the project, attach an
additional sheet with the information for each area provided in the same format as below.
Basin Information Pond OVERALL
Receiving Stream Name Barnards Creek N/A
Receiving Stream Class C-SW N/A
Drainage Area 63. 1 AC 102.5 AC (Project Area)
Existing Impervious*Area O 0
Proposed Impervious*Area 26.26 AC 28.99 AC (see below)
%Impervious*Area(total) 3 1 .GO 28.28
Impervious* Surface Area Pond OVERALL
On-site Buildings 76 1 ,500 5F ( 17,48 AC) 866,000 5F (19.88 AC)
On-site Streets 362,030 5F (8.3 1 AC) 362,030 5F (8.31 AC)
On-site Parking 0 0
On-site Sidewalks O 0
Other on-site (Rec. Area) 20,263 5F (0.47 AC) 35,000 5F (0.80 AC)
Off site O 0
Total: 1 , 143,793 5F (26.26 AC) Total: 28.99 ac
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks, gravel areas, etc.
Form: SWU-101 Version 3.99 Page 2 of 4

7. How was the off-site impervious area listed above derived? No offsite drainage area to stormwater
ponds.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a table
listing each lot number,size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
5W& 950l 09 as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than_'" square feet 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. **51 lots 6 000 A,112 lots @ 5,000 sf. See Low Density Supplement
for breakdown.
3. Swales shall not be filled in,piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess area 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(919)733-5083 for the status
and availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form: SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
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
• One copy of the applicable Supplement Form(s)for each BMP
• Permit application processing fee of$420(payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
-North Arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide information on yo
behalf,please complete this section:
Designated agent(individual or firm): Cape Fear Engineering, Inc.
Mailing Address: 5040 New Centre Drive, Suite D
City: Wilmington State: N.0 Zip: 28403
Phone: [phone] Fax: [phone],53
VIH. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2) Cathie Johnston
certify that the information included on this permit application form is, to the best of my knowledge, correct and that the
project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: Date:
Form: SWU-101 Version 3.99 Page 4 of 4

CAPE FEAR
Engineering, Inc.
STORMWATER
December 2 I , 2000 RECEIVED
Linda Lewis DEC 21 2000
NCDENR DWQ
Water Quality pROJ #
127 Cardinal Drive Ext.
Wilmington, NC 28403
Re: Georgetowne Subdivision, 5W8 950109 Modification
Dear Ms. LeW15:
Attached please find for your review and approval the following:
• 2 copies of a revised 5tormwater and Erosion Control Plan
• 2 copies of construction plans
• 2 copies of the Design Narrative and 5upporting Calculations
• Original + I copy-Application
• Original + I copy-Low Density Supplement
• Original + I copy-Wet Detention Basin Supplement
I trust this information to be Sufficient for your review. If you have any questions,
comments, or require additional information regarding this matter, please contact
this office.
Si
n
cerely,
K. Davis Fennell, PE
cc: file (230-05)
Chris Stephens, Landmark
5040 New Centre Or.,Suite D • Wilmington, NC 28403 • TEL:[phone] • FAX[phone]
250 North Chuch Street • Spartanburg, 5C 29306 • TEL:[phone] • FAX[phone]

5TORMWATER AND EROSION CONTROL
DE51GN NARRATIVE
5UPPORTING CALCULATIONS
for
GEORGETOWNE SUBDIVISION
New Hanover County, North Carolina RECEIVED
DEC 2 2 2000
prepared for DWQ
PROJ# 6 W%a C(S Q OR HW
Landmark Developers, Inc.
PO Box 41 27
Wilmington, North Carolina 284OG
[phone]
DECEMBER, 2000
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SEAL
4
024908
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Prepared by:
CAPE FEAR ENGINEERING
5040 NEW CENTRE DR., SUITE D
WILMINGTON, NORTH CAROLINA 28403
(9 10) 790-8584

DE51GN NARRATIVE
1 . GENERAL:
The Georgetowne 5ubdivi5ion if located at 4200 South College Road in New Hanover
County, North Carolina. The site has been developed for some time. The purpose of
this modification is to revise the land plan (roads and lots) in the final phase of this
102.5 acre, I G3 unit single family subdivision.
2. EX15TING SITE:
As of the date, nearly all of the subdivision has been built. The area affected by this
modification 15 located in the south west corner as shown by the revision cloud on the
attached plan.
3. PROPOSED IMPROVEMENTS:
There will be no stormwater improvements included in this modification. The roadway
network and lot configuration have been revised, but all storm drain piping and catch
basin shall remain as previously permitted. The roads leading to the measures (and the
lots draining to them) are the only things that will change.
4. 5TORMWATER TREATMENT CONSIDERATIONS:
5tormwater runoff shall be collected and conveyed to the permitted wet detention
basin. This pond shall remain as constructed without modification, therefore no pond
details have been included with this modification. The attached supporting calculations
demonstrate that the pond as designed, permitted, and constructed shall provide the
surface area, storage volume, and drawdown orifice as required at the time the pond
was originally permitted.
5. ER0510N CONTROL CON5IDERATION5:
Only that area shown within the ROW (see hatch on plan) shall be disturbed by this
modification. The storm drain collection system shall be fitted with silt fence inlet
protection to prevent sediment migration during the construction process. The
disturbed areas draining to such erosion control measures are all less than I acre.

F-
EROSION CONTROL
SPECIFICATIONS

Erosion and Sedimentation Control
1.01 General: The contractor shall be responsible for erosion and sedimentation
control within the construction limits; for prevention of sediment laden runoff leaving the
construction limits or entering ditches, streams or water impoundments; and for
implementation of necessary erosion and sedimentation control measures to meet the
requirements of the North Carolina Department of Environment, Health, and Natural
Resources. The Contractor shall also be responsible for all damages or fines resulting
from erosion or sediment laden runoff in the execution of his contract.
1.02 Construction Sequence: While the use of erosion and sedimentation control
devices is especially important on areas of steep topography, easily erodible soils and
sites in close proximity to water courses throughout the construction period, the control
measures should be installed prior to the commencement of land clearing and shall be
fully maintained and periodically inspected until final restoration and stabilization is
completed. Unrestored cleared areas shall be kept to a minimum. Disturbed areas
ahead of construction shall only be accomplished on those segments for the shortest
practical distance as required for continual progress.
Final restoration shall not be delayed until completion of the project but will be carried
out in phases as the work proceeds. Under no circumstances will any areas be left
denuded for more than(30) thirty calendar days without some form of stabilization until
final restoration is complete.
1.03 Sedimentation: Control Measures: The following are some of the sediment
control devices or measures that may be required to prevent sedimentation of streams,
water courses, or drainage structures:
1. Earth berms and/or diversion and intercept ditches.
2. Sediment traps
3. Filter berms
4. Filter inlets
5. Silt fences -not to be placed in streams or ditches perpendicular to flow.
6. Check dams gravel filter
7. Gravel construction exit
1.03.1 Erosion Control Measures: Some of the soil erosion control measures which
may be required in this contract are:
1. Earth slope protection
2. Diagonal water break diversion berms
3. Diversion channels
4. Preservation of existing vegetation
5. Storm inlet protection

6. Stream crossings
7. Energy dissipators
8. Matting of re-seeded areas
1.03.2 Detail Drawing: Examples of sedimentation and erosion control details are
shown in these plans for installation at locations designated in the plans or as otherwise
required by the regulating agency, or the owner as work proceeds.
1.04 Stream Protection: Where construction activities are necessary in close
proximity to streams, and other waterways, they shall be performed in a manner that
does not contribute to degradation of or blockage of the stream-flow. In order to prevent
possible degradation or blockages, the contractor shall be required to:
1. Keep all construction debris, excavated materials,brush, rocks,refuse and topsoil
as far from these waterways as possible. Restrict machinery operation or stream
crossings in waterways to the extent necessary for construction of utility crossings.
2. If construction work areas are necessary in a waterway, they shall be protected as
indicated on the plans.
3. If temporary roadways are essential for the construction activities,they shall be
constructed of soils which are not highly erodible materials and must not span more than
half way across the water course or wetland area at any one time unless otherwise
approved by the Engineer. These temporary roadways shall be entirely removed as soon
as their requirement is met. Work in these areas shall follow the requirements of the
Corp of Engineers or CAMA permit, or plans as applicable.
1.05 Construction Access: The travel of equipment to and from the construction
areas shall be minimized not only to protect areas that will not be denuded, but also to
prevent the spreading of sediment within and outside of the construction areas.
Therefore, special construction equipment travel corridors will be established for this use
and instructions shall be issued for their use. Use of these corridors must be fully
enforced. Other non-essential traffic will be restricted or discouraged. Indiscriminate
and convenience traffic shall not be allowed.
1.06 Stockpile/Barrow Areas: The Contractor shall be responsible for selecting,
obtaining and maintaining stockpile or borrow areas which he may require to complete
the contract. He is also required to design and incorporate all necessary sediment and
erosion controls measures necessary to prevent erosion and contribution of sediment to
adjacent areas. The Contractor is responsible to obtain all necessary permits or approvals
for borrow or spoil areas outside the construction limits.
1.07 Disposal of Excess Water From Excavations: The Contractor shall practice
management of excess water pumped from excavation to reduce the production and
spreading of sediment. Pumped water shall be discharged onto stabilized surfaces and
allowed to filter through existing vegetation if possible, otherwise, additional control

measures may be necessary. If ditches are required to remove pumped water from
construction excavations, they shall be given the same consideration as any other man-
made waterway and they shall be stabilized as to not degrade and produce sediment.
1.08 Excavation and Backfill: Excavation shall be closely controlled and all the
material removed from the excavation shall be selectively stockpiled in areas where a
minimum of sediment will be generated and where other damage will not result from the
piled material. Drainage ways shall be protected at all times and the placement of
material in Drainage ways for convenience shall not be allowed. Backfilling operations
shall be performed in such a manner that remaining trees are not damaged.
1.09 Final Grading and Seeding: Finish grading, topsoiling, seeding and/or sodding
shall be performed after the construction phase is complete. Permanent vegetation of the
areas, that have been disturbed, shall be re-established as rapidly as possible. If the
completion of the construction activities do not coincide with a season in which
permanent vegetation can be generated, an interim or temporary program is required.
This shall include soil conditioners and mulching as necessary for soil stabilization. In
any case, sediment and erosion controls shall be installed promptly and their maintenance
assured.
1.10 Approval: The approved Erosion Control Plan will be provided by the Owner.
Any standard conditions relating to soil erosion and sediment control issued to the
Contractor as a part of any permits shall be available at the job site at all times.

WET DETENTION BA51 N
TREATMENT CALCULATIONS

WET POND DATA 5h EET
GEORGETOWNE SUBDIVISION
5W8 950109
DRAINAGE AREA (Ad) = 83. 1 ACRES
IMPERVIOUS AREA (Ai):
BUILDINGS: 17.48 ACRES
ROADS: 8.31 ACRES
REC. AREAS: 0.47 ACRES
TOTAL: 2G.2G ACRES
PERCENT IMPERVIOUS (1):
I = Ad/Ai = 3 1 .GO%a
POND# I ShALL BE 7.5' DEEP AND DESIGNED TO REMOVE 90% T55,
SA/DA= 0.8480%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SAREQ = 0.704688 AC. = 30G9G.2 5F
SURFACE AREA PROVIDED AT PERMANENT POOL (EL. 1 5.75)= 55,736 SF
5A PROV'D= 55,738 > 3OG9G.2 =SA REQ'D OK
.......................................................................................................................:
MINIMUM REQUIRED VOLUME (SIMPLE METhOD BY TOM 5CHUELER):
Rv=0.05+0.009*(I)
Kv= 0.334404
VOLUME= I "*Rv*Ad = 2.3 1 575 AC-FT
100874 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
The existing permit shows the temporary pool volume to be
283, 1 5G CF at elevation 20.00.
.........................................................................................................................
VOL. PROV'D= 28315G > 100874 =VOL. REQ'D OK
.......................................................................................................................:
230-05 POND DATA SHEET
PAGE I OF 2
December 18, 2000

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS (for PROVIDED volume,
a5 originally permitted)
Q2= I .G38G34 CP5 (FOR 2 DAY DRAWDOWN)
Q5= O.G55454 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A G" CIRCULAR ORIFICE, EL. 1 5.75' (PERM. POOL EL.)
Q PROV'D= Cd*A*(2gh)^ 112 WHERE: Cd= 0.G
A= 0. 1 5G3 5F
g= 32.2 FPS/5
h= WE. HEAD =(4.75-37 1 2)/2
2.25
Q PROV'D= 1 .4 1777
Q2> 1 .41777 >Q5 OK
..................................................................�
DRAWDOWN TIME:
TIME = VOLUME = 2.31 157 DAYS
Q PKOV'D
230-05 POND DATA 5HEET
PAGE 2 OF 2
December 18, 2000

5TO RM D RA I N
PIPE 51Z1 NG CALCULATIONS

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RIP RAP OUTLET PROTECTION
OUTLET #3

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 12-21-00 PRELIM
PROJECT NAME PROJECT NO CONSTR
GEORGETOWNE 230-05 REVISION //
LOCATION BY RECORD
NEW HANOVER, NC IKDF OTHER
CHECKED BY (SPECIFY)
Storm Outlet Structure
FES No.= Outlet#3 Q10/Qfull =
Pipe Dia= 24 in VNfull =
Q10= 16.20 cfs V= 5.2 fps
Qfull = cfs
Vfull = 5.18 fps
From Fig. 8.06.b.1: Zone =
From Fig. 8.06.b.2: D50 = 4 in
DMAX = 6 in
Riprap Class = A
s Apron Thickness = 9 in
Apron Length = 8.0 ft
3
Apron Width = 3xDia = 6 ft
Length
s:\1295\0001\calcs\OUT#3rap.xls LATEST REVISION: 12/21/2000 3:51 PM PAGE 1 OF 2

STORMWATER AND EROSION CONTROL
DESIGN NARRATIVE
SUPPORTING CALCULATIONS
for
GEORGETOWNE SUBDIVISION
New Hanover County, North Carolina RECEIVED
DEC 2 2 20M
prepared for D�pQ
PROJ#E
Landmark Developers, Inc.
PO Box 4127
Wilmington, North Carolina 254OG
[phone]
DECEMBER, 2000
CA,.416,o111t,o,,,2I DFGOO
Ilk
`,.�`'��aFi sss/o���'9
s QQa y9<
SEAL
024908
Prepared by:
CAPE FEAR ENGINEERING
5040 NEW CENTRE DR., 5UITE D
WILMINGTON, NORTH CAROLINA 28403
[phone]

DESIGN NARRATIVE
1 . GENERAL:
The Georgetowne 5ubdivi5ion if located at 4200 South College Road in New Hanover
County, North Carolina. The Site has been developed for Some time. The purpose of
thi5 modification 15 to revise the land plan (road5 and lots) in the final phase of thi5
102.5 acre, I G3 unit 5ingle family 5ubdivi5ion.
2, EXISTING SITE:
A5 of the date, nearly all of the 5ubdivi5jon has been built. The area affected by this
modification 15 located in the south west corner a5 shown by the revi5ion cloud on the
attached plan.
3. PROPOSED IMPROVEMENTS:
There will be no 5tormwater improvement5 included in thi5 modification. The roadway
network and lot configuration have been revi5ed, but all storm drain piping and catch
basin Shall remain a5 previou5ly permitted. The road5 leading to the mea5ure5 (and the
lot5 draining to them) are the only things that will change.
4. STORMWATER TREATMENT CONSIDERATIONS:
5tormwater runoff 5hall be collected and conveyed to the permitted wet detention
basin. Thi5 pond 5hall remain a5 con5tructed without modification, therefore no pond
detail5 have been included with thi5 modification. The attached 5uppbrtincj calculations
demonstrate that the pond a5 designed, permitted, and con5tructed 5hall provide the
surface area, storage volume, and drawdown orifice a5 required at the time the pond
was originally permitted.
5. EROSION CONTROL CONSIDERATIONS:
Only that area Shown within the ROW (see hatch on plan) Shall be disturbed by this
modification. The storm drain collection 5y5tem shall be fitted with 5ilt fence inlet
protection to prevent 5ediment migration during the construction proce55. The
di5turbed areas draining to Such erosion control measures are all 1e55 than I acre.

EROSION CONTROL
SPECIFICATIONS

Erosion and Sedimentation Control
1.01 General: The contractor shall be responsible for erosion and sedimentation
control within the construction limits; for prevention of sediment laden runoff leaving the
construction limits or entering ditches, streams or water impoundments; and for
implementation of necessary erosion and sedimentation control measures to meet the
requirements of the North Carolina Department of Environment,Health, and Natural
Resources. The Contractor shall also be responsible for all damages or fines resulting
from erosion or sediment laden runoff in the execution of his contract.
1.02 Construction Sequence: While the use of erosion and sedimentation control
devices is especially important on areas of steep topography, easily erodible soils and
sites in close proximity to water courses throughout the construction period, the control
measures should be installed prior to the commencement of land clearing and shall be
fully maintained and periodically inspected until final restoration and stabilization is
completed. Unrestored cleared areas shall be kept to a minimum. Disturbed areas
ahead of construction shall only be accomplished on those segments for the shortest
practical distance as required for continual progress.
Final restoration shall not be delayed until completion of the project but will be carried
out in phases as the work proceeds. Under no circumstances will any areas be left
denuded for more than(30)thirty calendar days without some form of stabilization until
final restoration is complete.
1.03 Sedimentation: Control Measures: The following are some of the sediment
control devices or measures that may be required to prevent sedimentation of streams,
water courses, or drainage structures:
1. Earth berms and/or diversion and intercept ditches.
2. Sediment traps
3. Filter berms
4. Filter inlets
5. Silt fences -not to be placed in streams or ditches perpendicular to flow.
6. Check dams gravel filter
7. Gravel construction exit
1.03.1 Erosion Control Measures: Some of the soil erosion control measures which
may be required in this contract are:
1. Earth slope protection
2. Diagonal water break diversion berms
3. Diversion channels
4. Preservation of existing vegetation
5. Storm inlet protection

6. Stream crossings
7. Energy dissipators
8. Matting of re-seeded areas
1.03.2 Detail Drawing: Examples of sedimentation and erosion control details are
shown in these plans for installation at locations designated in the plans or as otherwise
required by the regulating agency, or the owner as work proceeds.
1.04 Stream Protection: Where construction activities are necessary in close
proximity to streams, and other waterways, they shall be performed in a manner that
does not contribute to degradation of or blockage of the stream-flow. In order to prevent
possible degradation or blockages, the contractor shall be required to:
1. Keep all construction debris, excavated materials,brush,rocks, refuse and topsoil
as far from these waterways as possible. Restrict machinery operation or stream
crossings in waterways to the extent necessary for construction of utility crossings.
2. If construction work areas are necessary in a waterway,they shall be protected as
indicated on the plans.
3. If temporary roadways are essential for the construction activities, they shall be
constructed of soils which are not highly erodible materials and must not span more than
half way across the water course or wetland area at any one time unless otherwise
approved by the Engineer. These temporary roadways shall be entirely removed as soon
as their requirement is met. Work in these areas shall follow the requirements of the
Corp of Engineers or CAMA permit, or plans as applicable.
1.05 Construction Access: The travel of equipment to and from the construction
areas shall be minimized not only to protect areas that will not be denuded,but also to
prevent the spreading of sediment within and outside of the construction areas.
Therefore, special construction equipment travel corridors will be established for this use
and instructions shall be issued for their use. Use of these corridors must be fully
enforced. Other non-essential traffic will be restricted or discouraged. Indiscriminate
and convenience traffic shall not be allowed.
1.06 StockpileBarrow Areas: The Contractor shall be responsible for selecting,
obtaining and maintaining stockpile or borrow areas which he may require to complete
the contract. He is also required to design and incorporate all necessary sediment and
erosion controls measures necessary to prevent erosion and contribution of sediment to
adjacent areas. The Contractor is responsible to obtain all necessary permits or approvals
for borrow or spoil areas outside the construction limits.
1.07 Disposal of Excess Water From Excavations: The Contractor shall practice
management of excess water pumped from excavation to reduce the production and
spreading of sediment. Pumped water shall be discharged onto stabilized surfaces and
allowed to filter through existing vegetation if possible,otherwise, additional control

measures may be necessary. If ditches are required to remove pumped water from
construction excavations,they shall be given the same consideration as any other man-
made waterway and they shall be stabilized as to not degrade and produce sediment.
1.03 Excavation and Backfill: Excavation shall be closely controlled and all the
material removed from the excavation shall be selectively stockpiled in areas where a
minimum of sediment will be generated and where other damage will not result from the
piled material. Drainage ways shall be protected at all times and the placement of
material in Drainage ways for convenience shall not be allowed. Backfilling operations
shall be performed in such a manner that remaining trees are not damaged.
1.09 Final Grading and Seeding: Finish grading, topsoiling,seeding and/or sodding
shall be performed after the construction phase is complete. Permanent vegetation of the
areas, that have been disturbed, shall be re-established as rapidly as possible. If the
completion of the construction activities do not coincide with a season in which
permanent vegetation can be generated, an interim or temporary program is required.
This shall include soil conditioners and mulching as necessary for soil stabilization. In
any case, sediment and erosion controls shall be installed promptly and their maintenance
assured.
1.10 Approval: The approved Erosion Control Plan will be provided by the Owner.
Any standard conditions relating to soil erosion and sediment control issued to the
Contractor as a part of any permits shall be available at the job site at all times.

WET DETENTION 5A51N
TREATMENT CALCULATION5

WET POND DATA SHEET
GEORGETOWNE 5U5DIV1510N
5W8 950105
DRAINAGE AREA (Ad) = 83, 1 ACRE5
IMPERVIOU5 AREA (Aj):
15UILD1NG5: 17.48 ACRE5
ROAD5: 8.31 ACRES
REC. AREA5: 0.47 ACRE5
TOTAL: 2G.2G ACRES
PERCENT IMPERVIOU5 (1):
I = Ad/Ai = 31 .GO%
POND#I SHALL 15E 7.5' DEEP AND DESIGNED TO REMOVE 90% T55.
SAJDA= 0.8480%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SAfo.= 0.704G88 AC. = 30G9G.2 5f
5URFACE AREA PROVIDED AT PERMANENT POOL (EL. 15.75)= 55,738 5F
:........................................................................................................................
5A PROV'D= 55,738 > 30G9G.2 =5A REQ'D OK
.......................................................................................................................:
MINIMUM REQUIRED VOLUME (SIMPLE METHOD 5Y TOM SCHUELER):
Rv=0.05+0.009`(i)
Rv= 0.334404
VOLUME-= 1"*Rv*Ad = 2.31575 AC--FT
100874 FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
The CX15t,ng permit Shows the temporary pool volume to be
283, 15G CF at elevation 20.00.
........................................................................................................................
VOL, PROV'D= 26315G > 100574 =VOL. REQ'D OK
.......................................................................................................................:
230-05 POND DATA 5HEET
PAGE I OF 2
December 16, 2000

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS (for PROVIDED volume,
a5 origanally permitted)
Q2= I .G38G34 C175 (FOR 2 DAY DRAWDOWN)
05= O.G55454 CP5 (FOR 5 DAY DRAWDOWN)
5ELECT A G" CIRCULAR ORIFICE, EL. 1 5.75' (PERM. POOL EL.)
Q PROV'D= Cd"A'(2gh)" i/2 WHERE: Cd= O.G
A= 0. 19G3 5P
g= 32.2 FPS/5
h= AVE. HEAD =(4.75'-3"/1 2)/2
= 2.25
Q PROV'D= 1 .41777
...................................................................
Q2> 1 .41777 >Q5 OK
..................................................................:
DRAWDOWN TIME:
TIME = VOLUME = 2.31 157 DAY5
Q PROV'D
230-05 POND DATA 5HEET
PAGE 2 OP 2
December 18, 2000

STORM DRAIN
PIPE SIZING CALCULATIONS

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RIP RAP OUTLET PROTECTION
OUTLET #3

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 12-21-00 PRELIM
PROJECT NAME PROJECT NO CONSTR �1
GEORGETOWNE 230-05 REVISION /X /
LOCATION BY RECORD (_(
NEW HANOVER,NC KDF OTHER 1
CHECKED BY (SPECIFY)
Storm Outlet Structure
FES No,= OUtlet#3 Q10/QfUli=
Pipe Dia= 24 in VNfuil
Q10= 16.20 cfs V= 5.2 fps
QfUll = cfs
VfUll= 5.18 fps
From Fig. 8.06.b.1: Zone _ 1
From Fig. 8.06.b.2: D50 = 4 in
DMAx = 6 in
Riprap Class _ A
Apron Thickness = 9 in
3 Apron Length _ 8.0 f#
Apron Width = 3xDia = 6 ft
Length
s:\1295\0001\ca1cs\OUT#3rap.xls LATEST REVISION:12/21/2000 3:51 PM PAGE 1 OF 2

CALCULATION
PROJECT PROJ.NO.
CLIENT DATE
DES.BY _
SUBJECT
CHK.BY--_`.
El-
REMARKS
D E C E I V E
MAR 181996
G�
�ztt,etrrerr. PROJ#``, D C2 _r
'o�.••' ��1 CAROB
ESS `4
S
81
I�QJiSec � 5J I ! �1
�E,/,SETS 7/l2I9�
McKEA&CREBD

CALCULATION
PROJECT PROD.NO.
CLIENT Z-A JT-DPf-42�.r— DATE
SUBJECT G— ��G`rc� r� 5 i I�' DES.BY 5�
CHK.BY
REMARKS
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-Heights of cover : :; ,o\ G,�� IV��
c4 _
7,able 3 Aluminum ULTRA FLO
.\1.UWN1ZED STEEL Type 2 or Calsanizcd Steel ULTRA 1'IA HS-20 Livc I-ead ation
11c,20 Live Load 14" x 314" x 7-if2"Carrug
39" x 314" x 7-112"Corrugation . ' um...--- um Cover(Feet)
Minimun-dMaximurn Cover(Feet) t Specified Thickness and Cagc
Spec Wed Thickne
ss and C Diameter age " 105"1 (.1351
Diameter 109") (inches) (.060'1 (.0 12
(inches) (.064'� (•07 ") ( 16 144 (
16 12 18 1.0155 1,0176
1.0168 1.0196 21 1.0147 1.01G5 1.01105
18 1 0182 101138 1,0192
21 L0158 L4 1.0141 1.0157
t.0151 L0172 1.01121 30 1.25133 L0145 1.D173
24 1-0157 1-0197 1.0186
30 1.0141 3b (iSt271 1.25138 i.0161
36 1.0l34 L0148 1.0130 5 [i.5132) 1.25152 1074
1.0141 1.0169 42 7285` 15t46 1.25165
4� 1.0129 1.0l36 1.0160 `� :0.... • (1351401 125157
54 1.Of25 1 25f32 I.0 53 54 > 15152
s4 (izsr221 �
1.250 1,0148 G2:0 1.75147
f0 -- 0 1.25144
� [1.5t261 � ��,5(30:>. [2.0143]'
, ;._. 9-
1 f2,4� 1.25140 ,<'
72 ,_._..w .k 78 = _5
78 <1:75122> 11,5071
�"
[1.751341 94
S.and 61
84 rer � n'OTES(M bla 7.d. a boaom of tlanbie pa c-
��<2.0 >r' 1.Alkmlble minimum colt,is mcasurcd from top d p`pt
90 'tf<2:03 mcnt or top of pipe to top of rigid WemenL Ffinimum corer in uWaved arws
u .K; tained.
9G2�r�8>*>�' must be ma n
102 2.CONDITION 1 insult ans are silo nsi unless otturvisc sho m
3.1 1 p4qj*cs CONDITION 11 itrsultation.
1.< >Rertuirrs CONDfiION III init"U"Uon
5.See-USTALLATi0N"section(Pw 71 for more deLu7s on CONDfT10N l IL-A
III Installations
6 r heal
rabies d.{.5 and 6 aco n ma> "&d C.,"It a CONTECH Sates Engine r
minimum compacted
fur special loading eond'nil",
Table 6
'fable 5 Aluminum ULTRA FLO Pipe-Arch
Steel ULTRA FLO Pipe-Arch HS-20 Live Load
HS.20 Live Load 314" x 314" x 7.112"Co
rcugauon
314" x 314" x 7-U2"Carrugation plinimutu Maximum Cover(Feet)
Equiv.
hSinimutnlMaximurn Covet(Feet) Equiv. an Risc Specified Thickness and Cage
Pipe Span Rise Specified Thickness and Cage Pipe SpDia. On.) (1n.) (_0 fi0 j (.0751 (.1051 (.135r�
Dia. (In.) (In.) (.064") (.079") (.109 ) On.) 16 14 12 10
(in.) 16 14 12
1G 1.0It5 t.0f15 1.0115 18 20 16 1.0115 1.0115 1.0115 1.0115
18 20 21 23 19 1,0115 1.0115 1.0115 1.0115
21 23 19 1.0115 I.0115 L.OtiS
1.0115 1.01t5 1.0115 24 27 21 1.25(15 1.0115 1.0115 1.011
24 27 21 30 33 2G 1.%15 125115 1.0115 1.01i5
30 33 26 1.0115 1,0115 1-0115
40 3t
1.0115 1.0115 1.01I5 36 40 31 41.75115> 1.50115 150115 1,25115
36 M.L,. 1-0115 42 46 Al 1.75115 1.25115
4
4G 3G [2.01151 1.50115
43 53 41 M.L.' 1.0115 54 60 46 `
� 60 46 M.L.` 1.0115 ^"-^"
:<-2:Ot15-_� 1.751i5
M.L-' 1,25t15 60 66 51
6D 66 51 NOTES(Tables 5 sad 6 oalyf Id silo•,for 4.000 rd comer b t
bearing prem"r
1_The foundation in the comers shou Rh is IS fecL..hich is a practical limitation.
2 ptaaimum ca.cr shorn for ail pipe
I a sire p t e an lus art aru'table
in a fe,locations xross the country.
4.µanufacturiiq*Gmiut�n.
5

_ `CALCULATION
PROJECT �``�-� Irv/.lcJ $t) '17, PROJ.NO.
CLIENT l6.^J'V DATE .3- / S� 9EIJ
SUBJECT t hS E V 1 ov5 X F-"545 DES.BY
CHK. BY--
1-2, REMARKS
�a�>S 7 7 �
Aft;-�4 3 rj 00 0
r v r.- /.J•u te-5 I z f 4 �1
/ 77 �1t � 5r
S 50�73�
% M

CALCULATION
PROJECT S-'� Co�Z�Grot lNE PROD.NO. J• /Z//�3 �j
CLIENT
DACE fie✓ Sjr
Ld�bH(b
_ r -ram DES.BY de M
SUBJECT ��1 Ct-� r f o✓ F�-d r-��
CHK. BY
REMARKS
3O 7v
Stett^�G� /� d �S � � i,Jd L 7�SrS-,1 �5�7
5523� s;- � -54 sr
/
,,MqCM&CRaD

CALCULATION
PROJECT 4-f fo Z7 -r�ro c.�-f t y B v r S r c.J PROJ.NO.
CLIENT L-•k/Jt--M DATE L3f- S5 Rem s
1 _ DES. BY
SUBJECT \,otorA� c>►= �y�dYY J tl4/ 9
CWK.BY
REMARKS
► ti����,z, `�)�I 7 7 S «t�� �`� ) - I3,3134
Z7 4f-Ito 18� 855f8 c�
.Z
�o t--�,L L 7ovL t L �J 1 S• 7 j Jae✓
f
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CALCULATION
PROJECT r`-T`�F 7'a,J,�Y SUI31�. PROJ.NO.
CLIENT Lb Tj F44 DATE S /` 25 R 2 J
SUBJECT..�o.`-?� 1���Dy�c,l.�1 .7�K �:-
DES.BY 1400
CHK. BY
REMARKS
© E�._
G2= J. 38 crS

CALCULATION
PROJECT 'a !=' a yl PROD.NO.
CLIENT DATE
SUBJECT 11172 p-! v,J�,Ft=- DES.BY
r
CHK.BY
REMARKS
+��b,r-•�.��� �4lz.�l- 7-�tzov��✓ `�a.-lG5 = J�j�J•��-c.
ZTp-
1S �
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7! r-1Y
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Quick TR-55 Version: 5 .46 SIN: page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :13 :16
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
PRE-DEVELOPEMENT
10 YR. STORM
>>>> Input Parameters Used to Compute Hydrograph <<<<
------------- ------------------------------------------------------------ --
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres) (hrs) (hrs) (in) (in) input/used
------------------------------------ - --------------------------------- --
1. 135 .60 55 .0 0.20 0.00 4. 70 , 0.83 .35 .30
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 135 .60 acres or 0 .2119 sq.mi
Peak discharge = 123 cfs
>>>> Computer Modifications of Input Parameters <<<<<
---------------------------------------------------------
In ut Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description- -_--- (hr) __-- (hr) ____- (hr) ---- (hr) --- (Yes/No) Messages
__-__-- -_-_--
1 0 . 20 0. 00 ** ** No --
-----------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point .
** Tc & Tt are available in the hydrograph tables .

Quick TR-55 Version: 5.46 SIN: Page 2
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:13 :16
Watershed file: --> GTOWN .WSD
Hydrograph file: --, GTOWN HYD
GEORGETOWNE SUBDIVISION
PRE-DEVELOPEMENT
10 YR. STORM
»» Summary of Subarea Times to Peak <<<<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
--Subarea----- (cfs) (hrs)
-------------- -------------- ----12------
Composite Watershed 123 12 .2

Quick TR-55 Version: 5 .46 SIN: Page 3
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :13 :16
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
PRE-DEVELOPEMENT
10 YR. STORM
Composite Hydrograph Summary (cfs)
------------------------------------------------------------
Subarea 11 .0 11.3 11 .6 11 .9 12.0 12 .1 12 .2 12.3 12 .4
Description hr hr hr hr hr hr hr hr hr
------------------------------------------------------------------ -------------
1 0 0 0 7 32 96 123 87 49
-------------------------------------------------------------------------------
Total (cfs) 0 0 0 7 32 96 123 87 49
-- - -------------------------------------------- ------------------- ----------
Subarea 12 . 5 12 .6 12 . 7 12 . 8 13 .0 13 .2 13 .4 13 .6 13 .8
Description hr hr hr hr hr hr hr hr hr
------------------------------------------------------------------------------
1 35 28 23 19 16 14 13 12 11
-----------------------------------------------------------------------------
Total (cfs) 35 28 23 19 16 14 13 12 11
Subarea 14 . 0 14.3 14 .6 15 .0 15 .5 16 .0 16 .5 17 .0 17 . 5
Description hr hr hr hr hr hr hrhrhr
--------------------------------------------------------------
----- -----
1 10 9 a 8 7 6 6 5 5
-- ----------------------------------------------------------------------------
Total (cfs) 10 9 8 8 7 6 6 5 5
---------------- ---------------
Subarea 18 .0 19.0 20 .0 22 . 0 26 .0 a
Description hr hr hr hr hr
-- - ---------------------------------------------- -- --- --- - ------ - - -------- -- - -
1 5 4 4 3 0
-- -----------------------------
Total (cfs) 5 4 4 3 0

Quick TR-55 Version: 5.46 SIN: page 4
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :13 :16
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
PRE-DEVELOPEMENT
10 YR. STORM
Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
-----------------
11 .0 0 14 .8 8
11.1 0 14.9 8
11.2 0 15.0 8
11.3 0 15 .1 8
11 .4 0 15 .2 8
11.5 0 15 .3 7
11 . 6 0 15 .4 7
11 . 7 2 15 .5 7
11. 8 5 15 .6 7
11.9 7 15 .7 7
12 .0 32 15 .8 6
12 .1 96 15 .9 6
12 .2 123 16.0 6
12 .3 87 16 .1 6
12 .4 ' 49 16.2 6
12 .5 35 16.3 6
12 .6 28 16 .4 6
12 .7 23 16 .5 6
12 . 8 19 16 .6 6
12 .9 18 16 .7 6
13 .0 16 16.8 5
13 . 1 15 16.9 5
13 .2 14 17 .0 5
13 .3 14 17 .1 5
13 .4 13 17 .2 5
13 .5 12 17.3 5
13 . 6 12 17 .4 5
13 .7 12 17.5 5
13 . 8 11 17 .6 5
13 . 9 10 17 . 7 5
14 .0 10 17 .8 5
14 .1 10 17 .9 5
14 .2 9 18 .0 5
14 .3 9 18 .1 5
14 .4 9 18 .2 5
14 .5 6 18 .3 5
14 .6 8 18 .4 5
14 .7 8 18 .5 4

Quick TR-SS Version: 5.46 SIN: Page 5
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:13 :16
Watershed tile: --> GTOWN WSD
Hydrograph file: --> GTOWN .HYD
GEORGETOWNE SUBDIVISION
PRE-DEVELOPEMENT
10 YR. STORM
Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
18 . 6 4 -
----------- - 22 .4 3
18 . 7 4 22.5 3
18 . 8 4 22.6 3
18 .9 4 22 .7 2
19 . 0 4 22 .8 2
19 .1 4 22 .9 2
19 .2 4 23 .0 2
19 .3 4 23 .1 2
19 .4 4 23 .2 2
19 .5 4 23 .3 2
19 . 6 4 23 .4 2
19 . 7 4 23 .5 2
19 .8 4 23 .6 2
19 .9 4 23 .7 2
20 . 0 4 23 .8 2
20 .1 4 23 .9 2
20 . 2 4 24.0 2
20 .3 4 24.1 1
20 .4 4 24.2 1
20 .5 4 24.3 1
20 . 6 4 24.4 1
20 .7 4 24.5 1
20 .8 4 24 . 6 1
20 . 9 4 24 .7 1
21.0 4 24. 8 1
21.1 3 24 .9 1
21 .2 3 25 . 0 1
21 .3 3 25 . 1 1
21 .4 3 25 .2 1
21 . 5 3 25 . 3 1
21 . 6 3 25. 4 0
21 .7 3 25. 5 0
21 .8 3 25 . 6 0
21.9 3 25 . 7 0
22 . 0 3 25 .8 0
22 .1 3 25 .9 0
22 .2 3
22 .3 3

Quick TR-55 Version: 5 .46 SIN: Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :14:25
Watershed file: --> GTOWN-1 WSD
Hydrograph file: --> GTOWN-1 HYD
GEORGETOWNE SUBDIVISION
POST DEVELOPEMENT
10 YR. STORM
>>>> Input Parameters Used to Compute Hydrograph <<<<
-
--------------------
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description (acres) ----------- (hrs) (hrs) (in) ------- (in) input/used
------------
------------
135.60 75 .0 0 .20 0.00 4.70 1 2.21 .14 . 10
-------------------------------- _
* Travel time from subarea outfall to composite watershed outfall-
-
Total area = 135 .60 acres or 0.2119 sq.mi
Peak discharge = 375 cfs
--_--------- _ -
>>>> Computer Modifications of Input Parameters ««<
--------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
- `Description (hr) (hr) (hr) (hr) (Yes/No) Messages
--- -------------0 .20 .0� No
----0 ----- **----__**-_-___ - --R---_-
-- - - -_---------
--------------
** Travel time from subarea outfall to composite watershed outfall point .
Tc & Tt are available in the hydrograph tables.

Quick TR-55 Version: 5 .46 SIN: Page 2
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :14 :25
Watershed file: GTOWN-1 WSD
Hydrograph file: --> GTOWN-1 HYD
GEORGETOWNE SUBDIVISION
POST DEVELOPEMENT
10 YR. STORM
>>>> Summary of Subarea Tames to Peak <<<<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
1 375 12 .2
-------------- -------------- ------------
Composite Watershed 375 12 .2

Quick TR-55 Version: 5 .46 SIN: Page 3
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:14:25
Watershed file: --> GTOWN-1 WSD
Hydrograph file: --> GTOWN-1 HYD
GEORGETOWNE SUBDIVISION
POST DEVELOPEMENT
10 YR. STORM
Composite Hydrograph Summary (cfs)
- - - - ------------- _ _
Subarea 11. 0 11.3 11 .6 11. 9 12.0�--12 .-1---12 .2-- 12 .3 12 .4
Description hr hr hr hr hr hr hr hr hr
1------------------11----_15 '--22 - ---- ---`
-_ 98 189 346 375----225---------
117
Total (cfs) 11 35 r 22 98----
189----
346----
375----
225----
117
---------------------
Subarea 12 .5 _ _------ -- ------ - ---------
Description hr 1hr6 1hr7 1hr8 1hr0 lhr2 1hr4 13 . 6 13 .8-
------------------ ----- ----- _ __ hr hr
1------------------78--- 60 48-----40-----33--_ 29 ---25--- --23 --_21 -
Total (cfs) 78 60 48 40 33 29-----
25-__--23-----
21--
--- ---------------------- - ----- - _ _ _ _
Subarea 14 . 0 14 .3 14 . 6 15 .0 15.5 16 . 0 16 .5 17 .0�- 17 .5
Description -hr_ hr hr hr hr hr hr hr hr
i------------------19----Y16--.--15----`14---------_13-----11- _ __10------5---------
---------------- --
_ 9
Total (cfs) 19 16 15 14 13-----
1ZV10------
9-------
9
Subarea --_ __-18-0 19 . 0-- 20 0 - 22 0' 26 a - _ _ _ ___ __....__.. _--
Description hr hr-
hr hr hr
_ ---
$ 7 - -- ---
_ 6 6 0
Total (cfs) ___- ----8------7----- -6------6------0--------------- ---------------

Quick TR-55 Version: 5.46 SIN: Page 4
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:14:25
Watershed file: --> GTOWN-1 WSD
Hydrograph file: --> GTOWN-1 HYD
GEORGETOWNE SUBDIVISION
POST DEVELOPEMENT
10 YR. STORM
Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
----------------- -----------------
11 .0 11 14.8 14
11.1 12 14.9 14
11 .2 14 15. 0 14
11.3 15 15.1 14
11 .4 17 15.2 14
11 .5 20 15.3 13
11 .6 22 15.4 13
11 .7 47 15.5 13
11 .8 73 15.6 13
11 .9 98 15.7 12
12 .0 189 15.8 12
12 .1 346 15.9 11
12 .2 375 16.0 11
12 .3 225 16.1 11
12 .4 117 16.2 11
12 .5 78 16.3 10
12 . 6 60 16.4 10
12 .7 48 16 .5 10
12 .8 40 16. 6 10
12 .9 36 16.7 10
13 . 0 33 16 .8 9
13 . 1 31 16.9 9
13 .2 29 17.0 9
13 . 3 27 17 .1 9
13 .4 25 17.2 9
13 .5 24 17 . 3 9
13 . 6 23 17 .4 9
13 . 7 22 17 . 5 9
13 . 8 21 17 . 6 9
13 . 9 20 17 .7 9
14 .0 19 17. 8 8
14 . 1 18 17.9 8
14 .2 17 18 . 0 8
14 .3 16 18. 1 8
14 .4 16 18 .2 8
14 .5 15 18 .3 8
14 .6 15 18 .4 8
14 .7 15 18 .5 8

Quick TR-5S Version: 5 .46 SIN: Page 5
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 : 14:25
Watershed file: --> GTOWN-1 WSD
Hydrograph file: --> GTOWN-1 HYD
GEORGETOWNE SUBDIVISION
POST DEVELOPEMENT
10 YR. STORM
Time Flow Time Flow
(hrs) ------- (cfs) (hrs) (cfs)
--------------- -
18 .6 7 22 .4
5
18 .7 7 22 .5 5
18 . 8 7 22 . 6 5
18 .9 7 22 .7 5
19 .0 7 22 . 8 5
19 .1 7 22 .9 5
19 .2 7 23 .0 4
19 .3 7 23 . 1 4
19.4 7 23 .2 4
19 .5 6 23 .3 4
19.6 6 23 .4 d
19.7 6 23 .5 4
19 .8 6 23 .6 4
19 .9 6 23 .7 3
20 .0 6 23 .8 3
20 .1 6 23 .9 3
20 .2 6 24 .0 3
20.3 6 24 .1 3
20 .4 6 24 . 2 3
20 .5 6 24 .3 3
20 .6 6 24 .4 2
20.7 6 24 .5 2
20.8 6 24.6 2
20 .9 6 24. 7 2
21 .0 6 24 . 8 2
21 . 1 6 24 .9 2
21.2 6 25 . 0 2
21.3 6 25 .1 1
21 .4 6 25 .2 1
21 .5 6 25 . 3 1
21 .6 6 25 .4 1
21 . 7 6 25 .5 1
21 .8 6 25 .6 1
21 .9 6 25.7 0
22 . 0 6 25 .8 0
22 . 1 6 25 .9 0
22 .2 6
22 .3 6

Quick TR-55 Version: 5.46 SIN: Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :17:55
Watershed file: --> GTOWN WSD
Hydrograph file: - > GTOWN HYD
GEORGETOWNE SUBDIVISION
POST-DEVELOPEMENT
10 YR. STORM
>>>> Input Parameters Used to Compute Hydrograph <<<<
--- --------------------------------------- ----------------
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres) (hrs) (hrs) (in) (in) input/used
- - -
1 135 .60 75 .0 0 20 0.00 4 .70 1 2 .21 14-- -10
* - - -
Travel time from subarea outfall to composite watershed outfall point . - -
Total area = 135.60 acres or 0.2119 sq.mi
Peak discharge = 375 cfs
>>>> Computer Modifications of Input Parameters <<<<<
---------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
1 0 .20 0.00 ** ** No --
-- --------- -------------------------- -----
* Travel time from subarea outfall to composite watershed outfall point .
** Tc & Tt are available in the hydrograph tables.

Quick TR-55 Version: 5 .46 SIN: Page 2
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:17 :55
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
POST-DEVELOPEMENT
10 YR. STORM
>>>> Summary of Subarea Times to Peak <<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
1 375 12.2
-------------- -------------- ------------
Composite Watershed 375 12 .2

Quick TR-55 Version: 5 .46 SIN: Page 3
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 : 17 :55
Watershed file: --> GTOWN .WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
POST-DEVELOPEMENT
10 YR. STORM
Composite Hydrograph Summary (cfs)
---------------------------------------------- ------
-Subarea - 11.0 11 .3 11 . 6 11.9 12 .0 12 . 1 12 .2 12 .3 12 .4
Description hr hr hr hr hr hr hr hr hr
------------------ -----------------------------------------
1 11 15 22 98 189 346 375 225 117
---------------------------------------------------
Total (cfs) 11 15 22 98 189 346 375 225 117
------------------------------------------------
-Subarea - 12 .5 12 .6 12 .7 12 .8 13 .0 13 .2 13 .4 13 .6 13 . 8
Description hr hr hr hr hr hr hr hr hr
--- _- --
1--------------------------------48-----40-----33-------------------------- ----
Total (cfs) 78 60 48 40 33 29 25 23 21
-----------------------------------------------------------------
Subarea 14 .0 14 .3 14 .6 15 .0 15.5 16 .0 16 .5 17 .0 17 .5
Description hr hr hr hr hr hr hr hr hr
----------------- ------------- --------------------------------------------- ----
1 19 16 15 14 1311_____10____ _�9----- -g--
--------------------------------------------
--- -----
Total (cfs) 19 16 15 14 13 11 10 9 9
------- ----------------------------
Subarea 18 .0 19 .0 20 .0 22 . 0 26.0
Description hr hr hr hr hr
1----- -------- ------- ------7- -----6------6------0 ---_ __ __--
---- ------- ---------
Total (cfs) 8 7 6 6 0

Quick TR-55 Version: 5.46 SIN: Page 4
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:17:55
Watershed file: -> GTOWN ,WSD
Hydrograph file: -> GTOWN HYD
GEORGETOWNE SUBDIVISION
POST-DEVELOPEMENT
10 YR. STORM
Time Flow Time Flow
(hrs) (cfs) (hrs)
----------------- (cfs)
11 . 0 11
14 8----------�4-
11. 1 12 14 .9 14
11.2 14 15 . 0 14
11.3 15 15 .1 14
11 .4 17 15. 2 14
11.5 20 15 .3 13
11 . 6 22 15 .4 13
11 .7 47 15 . 5 13
11 .8 73 15 .6 13
11.9 98 15 .7 12
12 .0 189 15 .8 12
12 . 1 346 15 .9 11
12 .2 375 16.0 11
12 .3 225 16 .1 11
12 .4 117 16 .2 11
12 .5 78 16 . 3 10
12 . 6 60 16 .4 10
12 .7 48 16 .5 10
12 . 8 40 16 . 6 10
12 . 9 36 16 .7 10
13 .0 33 16. 8 9
13 .1 31 16 . 9 9
13 . 2 29 17 . 0 9
13 . 3 27 17 . 1 9
13 . 4 25 17. 2 9
13 . 5 24 17 .3 9
13 . 6 23 17 .4 9
13 . 7 22 17 . 5 9
13 . 8 21 17 . 6 9
13 . 9 20 17 . 7 9
14 .0 19 17 . 8
14 . 1 18 8
17. 9 8
14 .2 17 18 . 0 8
14 .3 16 18 . 1 8
14 .4 16 18 . 2 8
14 . 5 15 18 .3 8
14 . 6 15 18 .4 8
14 . 7 15 18 . 5 8

Quick TR-55 Version: 5 .46 SIN: Page 5
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 : 17:55
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
POST-DEVELOPEMENT
10 YR. STORM
Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
----------------- -----------------
18 . 6 7 22 .4 5
18 . 7 7 22 .5 5
18 .8 7 22 .6 5
18 .9 7 22 .7 5
19 .0 7 22 .8 5
19 .1 7 22 .9 5
19 .2 7 23 .0 4
19 .3 7 23 .1 4
19 .4 7 23 .2 4
19 .5 6 23 .3 4
19 .6 6 23 .4 4
19 .7 6 23 .5 4
19 .8 6 23 .6 4
19 .9 6 23 .7 3
20 .0 6 23 .8 3
20 .1 6 23 .9 3
20 .2 6 24 .0 3
20 .3 6 24. 1 3
20 .4 6 24 .2 3
20 .5 6 24.3 3
20 . 6 6 24.4 2
20 .7 6 24 .5 2
20 . 8 6 24 .6 2
20.9 6 24 .7 2
21 .0 6 24 .8 2
21. 1 6 24 .9 2
21 .2 6 25 .0 2
21 . 3 6 25 .1 1
21.4 6 25 .2 1
21 . 5 6 25 .3 1
21.6 6 25 .4 1
21 .7 6 25 .5 1
21 . 8 6 25 .6 1
21 . 9 6 25.7 0
22 .0 6 25 .8 0
22 . 1 6 25 .9 0
22 . 2 6
22 . 3 6

Quick TR-55 Version: 5 .46 SIN: page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :21:58
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN .HYD
GEORGETOWNE SUBDIVISION
50 YEAR PEAK DISCHARGE
--"--_----_-_>>>> Input-Parameters Used to Compute Hydrograph <<<<
------------------------------------------------ ----- --
Subarea AREA CN Tc Tt Precip. Runoff Ia/P
Description (acres) (hrs) (hrs) (in) I (in) input/used
"
-1 60 6 - 3 1 10
----------------135_ ---- ------------ -
-------- ------ --- -- --- __
* Travel time from subarea outfall to composite watershed outfall-point - -
Total area = 135.60 acres or 0.2119 sq.mi
Peak discharge M 615 cfs
»>> Computer Modifications of Input Parameters <<<<<
----
-------------------------------------------------- -
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
1 ---------------------**------**--------No-------------__---------
---------------------------------- - --------
* Travel time from subarea outfall to composite watershed outfall-point --"__
** Tc & Tt are available in the hydrograph tables .

Quick TR-55 Version: 5.46 SIN: Page 2
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:21:58
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
50 YEAR PEAT{ DISCHARGE
>>>> Summary of Subarea Times to Peak <<<<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
1 615 12 .2
-------------- -------------- ------------
Composite Watershed 615 12 .2

Quick TR-55 Version: 5.46 SIN: Page 3
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12:21:58
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
50 YEAR PEAK DISCHARGE
Composite Hydrograph Summary (cfs)
----` ---11 3-- 11 .6 --11.9 -12.0 12 1 12 .
� 12 2 12 3 - .
Subarea 11.0
4
Description hr hr hr hr hr hr-------- ------- ---------- ---- - ------------h-r- -h-r- -hr
1 18 24 3� 161 310 568 6Z5---- ----
`_ --- ---
---
--
----------------
_
Total (cfs) 18 24 36 161 310 ___568----615----
370 192
--_-- -
Subarea 12 .5 12 .6 12 .7 12 .8 13 .0 13 .2 13 .4 13 .6 13 . 8
Description hr hr hr hr hr hr hr hr hr
1- -------128-----98-----78-----66-----54 ----------------------------
47 42 38 34
Total {cfs} --^-- 128 93-_---78-----5�-------------------42----------------
54 47 38 34
--------------- ---------------
--------------------------------..__
Subarea
14 .0 14 .3 14. 6 15 .0 15.5 16. 0 16.5 17 .0 17 .5
Description ---hr- hr hr hr_ hr hr hr hr hr
__31_____27 __ 15 15
----
- ---------------------------
Total (cfs) 31 27 25 23 21 18 16_----15-----15-'
----- - --- -- - --- -� 26 0
-- - ----------------- ------------
Subarea 180 ].9 .0 20 . 0
22
-Description hr hr hr hr hr
10
-------------�-------------12-- --w -- ----9------------------------- ------- -----
Total (cfs) 14 12 10 9 0 ------- - - _ _

Quick TR-55 Version: 5 .46 SIN: Page 4
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :21:58
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
50 YEAR PEAK DISCHARGE
Time Flow Time Plow
(hrs) (cfs) (hrs) (cfs)
11. 0 - --- 18 14.$ 24
11. 1 20 14.9 24
11.2 22 15 .0 23
11 .3 24 15. 1 23
11.4 28 15 .2 22
11.5 32 15.3 22
11. 6 36 15.4 21
11 .7 78 15.5 21
11 . 8 119 15.6 20
11 .9 161 15.7 20
12 .0 310 15 .8 19
12 .1 568 15.9 19
12 .2 615 16.0 18
12 .3 370 16.1 18
12 .4 192 16.2 17
12 .5 128 16.3 17
12 . 6 98 16.4 16
12 .7 78 16.5 16
12 . 8 66 16.6 16
12 .9 60 16.7 16
13 .0 54 16.8 15
13 .1 50 16.9 15
13 .2 47 17 .0 15
13 .3 44 17 . 1 15
13 .4 42 17 .2 15
13 .5 40 17.3 15
13 .6 38 17 .4 15
13 . 7 36 17 .5 15
13 . 8 34 17 .6 15
13 .9 32 17 .7 15
14 .0 31 17 .8 14
14 . 1 30 17 .9 14
14 .2 28 18 .0 14
14 .3 27 18 .1 14
14 .4 26 18.2 14
14 .5 26 18.3 13
14 . 6 25 18.4 13
14 .7 24 18 .5 13

Quick TR-55 Version: 5.46 SIN: Page 5
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 03-10-1995 12 :21:58
Watershed file: --> GTOWN WSD
Hydrograph file: --> GTOWN HYD
GEORGETOWNE SUBDIVISION
50 YEAR PEAK DISCHARGE
Time Flow Time Flow
(hrs) (cf s) (hrs) (cts)
-----------------
18.6 13 22 .4 8
18 .7 13 22 .5 8
18 .8 12 22 .6 8
18.9 12 22 .7 7
19 .0 12 22.$ 7
19 .1 12 22 .9 7
19.2 12 23 .0 7
19 .3 11 23 .1 7
19 .4 11 23 .2 6
19 .5 11 23 .3 6
19 .6 11 23 .4 6
19 .7 11 23 .5 6
19.8 10 23 .6 5
19.9 10 23 .7 5
20 .0 10 23 . 8 5
20.1 10 23 .9 5
20 .2 10 24 . 0 4
20 . 3 10 24.1 4
20 .4 10 24 .2 4
20 .5 10 24 .3 4
20 . 6 10 24 .4 4
20 .7 10 24.5 3
20 . 8 10 24.6 3
20 .9 10 24 .7 3
21.0 10 24.8 3
21.1 9 24 .9 2
21 .2 9 25.0 2
21 .3 9 25 .1 2
21.4 9 25.2 2
21 . 5 9 25.3 2
21 . 6 9 25.4 1
21 . 7 9 25.5 1
21 . 8 9 25.6 1
21 .9 9 25 .7 1
22 .0 9 25.8 0
22 .1 9 25.9 0
22 .2 9
22 .3 8

POND-2 Version: 5 .17 SIN: Page 1
EXECUTED: 06-08-1995 14 :14 :26
*****************************
*
* GEORGETOWNE SUBDIVISION
* STAGE STORAGE
*
*
*
*****************************
Inflow Hydrograph: GTOWN-1 HYD
Rating Table file: GTOWN PND
----INITIAL CONDITIONS----
Elevation = 15.75 ft
Outflow - 0.00 cfs
Storage = 1.12 ac-ft
INTERMEDIATE ROUTING
GIVEN POND DATA COMPUTATIONS
------------------------------ ------------------
ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0
(ft) (cfs) (ac-ft) (cfs) (cfs)
--------- --------- ---------- ------
15 . 75 0.0 1 .120 271.0 271.0
16 . 00 0.0 2 .350 568.7 56.8 .7
17 . 00 0 .0 3 .700 895 .4 895.4
18 . 00 0.0 5 .170 1251.1 1251.i
19 . 00 0 .0 6 .750 1633 .5 1633 .5
20 . 00 78 .0 8.470 2049.7 2127.7
21 .00 86.0 10 .310 2495.0 2581.0
22 .00 93 .0 12 .290 2974.2 3067 .2
23 . 00 100.0 14 .410 3487 .2 3587 .2
23 .50 103 .0 15 . 520 3755 .8 3858 .8
Time increment (t) = 0 . 100 hrs .

POND-2 Version: 5 .17 SIN: page 2
EXECUTED: 06-08-1995 14: 14 :26
Pond File: GTOWN PND
Inflow Hydrograph: GTOWN-1 HYD
Outflow Hydrograph: GTOWN HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
---- ---------------- -- _
TIME INFLOW I1+I2 2S/t 0 -- 2S/t +-0 OUTFLOW ELEVATION
- (hrs) - -- (cfs) -- - (cfs) -- --- (cfs) (cfs) (cfs) (ft)
- ------- ----------- ---------
11.000 11. 00 ----- 271.0 271.0 0.00 -15.75
11.100 12. 00 23 .0 294 .0 294. 0 0 .00 15 .77
11.200 14 .00 26.0 320 .0 320 . 0 0.00 15.79
11.300 15.00 29 .0 349 .0 349 .0 0. 00 15 .82
11.400 17. 00 32 . 0 381.0 381. 0 0.00 15 .84
11 .500 20 .00 37 .0 418 .0 418 . 0 0.00 15 .87
11.600 22 .00 42 . 0 460 .0 460 . 0 0 .00 15 .91
11.700 47. 00 69 .0 529 .0 529 .0 0 .00 15.97
11.800 73. 00 120.0 649 .0 649.0 0 .00 16.25
11.900 98.00 171.0 820.0 820 .0 0.00 16.77
12.000 189.00 287.0 1107 .0 1107.0 0.00 17.59
12 .100 346. 00 535.0 1639.3 1642 .0 1.35 19.02
12 .200 375. 00 721.0 2196 .1 2360 .3 82.11 20.51
12 .300 225. 00 600 .0 2617 .9 2796 .1 89 .10 21.44
12 .400 117.00 342 .0 2777.0 2959 .9 91.46 21.78
12 .500 78 . 00 195. 0 2788 .8 2972 . 0 91.63 21.80
12 . 600 60. 00 138 .0 2744 .8 2926.8 90 .98 21.71
12 . 700 48. 00 108 .0 2673 .0 2852 .8 89.91 21.56
12 .800 40 .00 88.0 2583 .8 2761.0 88.59 21.37
12-900 36. 00 76.0 2485 .5 2659 .8 87 .13 21.16
13 .000 33.00 69.0 2383 .5 2554.5 85.53 20.94
13 .100 31. 00 64.0 2280.2 2447.5 83.64 20.71
13 .200 29.00 60.0 2176.7 2340 .2 81.75 20 .47
13 .300 27. 00 56.0 2073 .0 2232 .7 79 . 85 20.23
13 .400 25.00 52 .0 1969.9 2125 .0 77.56 19 .99
13 .500 24. 00 49.0 1897 .2 2018 .9 60 .82 19.78
13 . 600 23 . 00 47 .0 1846 .1 1944 .2 49 .04 19 .63
13 .700 22. 00 45.0 1809 . 8 1891.1 40.66 19.52
13 . 800 21.00 43 .0 1783 . 6 1852 . 8 34. 61 19.44
13 .900 20 . 00 41. 0- 1764.3 1824 .6 30 .16 19.39
14. 000 19. 00 39.0 1749 .7 1603 .3 26.79 19 .34
14.100 18 .00 37. 0 1738 .3 1786 .7 24 .18 19 .31
14 .200 17. 00 35 .0 1729 .2 1773 . 3 22 .07 19.28
14 .300 16. 00 33 .0 1721.6 1762 .2 20 .31 19.26
14.400 16. 00 32 .0 1715 .7 1753 . E 18.95 19.24
14.500 15. 00 31.0 1711. 0 1746 . 7 17 .86 19.23
14 .600 15 . 00 30.0 1707 . 0 1741.0 16 .96 19.22
14 .700 15 . 00 30.0 1704 .4 1737 . 0 16 .34 19.21
14 .800 14. 00 29 .0 1701. 8 1733 . 4 15 .76 19.20
14 . 900 14 . 00 28 .0 1699 .4 1729 . 8 15 . 20 19.19
15 . 000 14 . 00 28 . 0 1697 .8 1727 .4 14 .82 19.19
15 . 100 14.00 28 .0 1696 .7 1725 . 8 14 .56 19.19
15 .200 14 .00 28 .0 1695 .9 1724 .7 14 .39 19 .18
15 .300 13 . 00 27 .0 1694. 7 1722 .9 14 .11 19 .18
15.400------13_ ----00 26_0--- 1693 .2 1720 .7 13 .76 19 .18

POND-2 Version: 5 . 17 SIN: Page 3
EXECUTED: 06-08-1995 14 :14:26
Pond File: GTOWN .PND
Inflow Hydrograph: GTOWN-1 HYD
Outflow Hydrograph: GTOWN HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft)
-------- --------- --------- ------------ ----------- --------- ---------
15.500 13 .00 26.0 1692 .1 1719 .2 13 .52 19 .17
15 .600 13 .00 26.0 1691 .4 1718 .1 13 .35 19 .17
15 .700 12 .00 25.0 1690 .2 1716 .4 13 .08 19.17
15. 800 12 .00 24.0 1688 . 8 1714 . 2 12 .74 19 . 16
15 .900 11.00 23 .0 1687 .1 1711. 8 12 .35 19 . 16
16 .000 11.00 22 .0 1685 . 2 1709 . 1 11.92 19. 15
16 .100 11.00 22.0 1683 .9 1707 .2 11.63 19 . 15
16 .200 11.00 22 .0 1683 .1 1705 .9 11.43 19 . 15
16.300 10. 00 21 .0 1681 .8 1704 .1 11.14 19 . 14
16.400 10.00 20 .0 1680 .2 1701.8 10. 78 19 . 14
16.500 10.00 20.0 1679 .2 1700 .2 10.53 19 . 14
16 .600 10. 00 20 .0 1678 .4 1699 .2 10.36 19 .13
16 .700 10.00 20 .0 1677 .9 1698 .4 10.25 19 .13
16.800 9. 00 19.0 1676 .9 1696 .9 10.01 19 .13
16 .900 9 .00 18 .0 1675 .5 1694.9 9 .69 19.12
17 .000 9 .00 18 .0 1674 .6 1693 .5 9 .47 19 .12
17.100 9 .00 18.0 1673 .9 1692 .6 9.32 19 .12
17 .200 9 .00 18 .0 1673 .5 1691.9 9 .22 19 . 12
17 .300 9.00 18 .0 1673 .2 1691.5 9 .15 19.12
17.400 9.00 18.0 1673 .0 1691.2 9 .10 19 .12
17 .500 9.00 18 .0 1672 .8 1691.0 9 .07 19 . 12
17.600 9.00 18.0 1672 .7 1690.8 9.05 19.12
17 .700 9 .00 18 .0 1672 .7 1690 .7 9.03 19 . 12
17 .800 8.00 17 .0 1671.9 1689.7 8 . 87 19 . 11
17 .900 6. 00 16.0 1670 .8 1687.9 8 .59 19 . 11
18 .000 8.00 16.0 1669 .9 1686 . 8 8 .41 19 . 11
18 . 100 8.00 16.0 1669 .4 1685 .9 8 .28 19 . 11
18 .200 8.00 16 .0 1669 .0 1685 .4 8. 19 19 . 10
18 .300 8. 00 16 .0 1668 . 8 1685 . 0 8 .13 19 . 10
18.400 8. 00 16 .0 1668 .6 1684 .8 8 .09 19.10
18 .500 8 . 00 16.0 1668 .5 1684 . 6 8 .06 19 . 10
18 .600 7. 00 15 .0 1667 .7 1683 .5 7 . 88 19 .10
18 .700 7 . 00 14.0 1666 .5 1681.7 7 . 60 19 .10
18 . 800 7. 00 14 .0 1665 .6 1680 .5 7 .41 19 . 10
18 . 900 7.00 14 .0 1665 . 1 1679 . 6 7 .28 19 .09
19 .000 7 .00 14.0 1664 .7 1679 .1 7 .19 19 .09
19 .100 7 .00 14.0 1664.4 1678 .7 7 . 13 19 .09
19 . 200 7.00 14 . 0 1664.2 1678 .4 7 .09 19 .09
19 .300 7 . 00 14.0 1664 . 1 1678 .2 7 .06 19 .09
19 .400 7.00 14 .0 1664 . 0 1678 . 1 7 .04 19 .09
19 .500 6. 00 13 .0 1663 . 3 1677. 0 6 . 87 19. 09
19 . 600 6. 00 12 .0 1662 .1 1675 .3 6 .60 19 . 08
19 . 700 6. 00 12 .0 1661.3 1674 .1 6 .41 19 .08
19 . 800 6.00 12 .0 1660.7 1673 .3 6.28 19 .08
19 . 900 6.00 12 .0 1660.3 1672 .7 6 . 19 19 .08
20 .000 6.00 12 .0 1660 . 1 1672 .3 6 .13 19 .08

POND-2 Version: 5 .17 SIN: Page 4
EXECUTED: 06-06-1995 14:14 :26
Pond File: GTOWN PND
Inflow Hydrograph: GTOWN-1 F=
Outflow Hydrograph: GTOWN HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
---- ------------------------------------------------------
TIME
INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) -- -- ----(cfs) (cfs) (cfs) (cfs) (ft)
--- ----- -- _
20.100 6. 00 12 .0 1659 .9 1672 .1 6.09 _--19.08
20.200 6.00 12 .0 1659 .8 1671 . 9 6 . 06 19 .08
20 .300 6.00 12 .0 1659.7 1671.8 6. 04 19 .08
20 .400 6.00 12 .0 1659.6 1671.7 6 . 03 19 .08
20 .500 6.00 12 .0 1659 .6 1671.6 6 . 02 19 .08
20 .600 6.00 12 .0 1659 .6 1671 .6 6 . 01 19 .08
20.700 6.00 12 .0 1659.6 1671 . 6 6. 01 19.08
20 .800 6 .00 12 .0 1659.5 1671.6 6 . 01 19 .08
20 .900 6. 00 12.0 1659.5 1671 .5 6.00 19.08
21.000 6.00 12 .0 1659 .5 1671 .5 6.00 19 .08
21 .100 6 .00 12 .0 1659 .5 1671.5 6.00 19 .08
21.200 6.00 12 .0 1659 .5 1671.5 6.00 19.08
21.300 6.00 12 .0 1659 .5 1671 .5 6.00 19.08
21.400 6.00 12 .0 1659 .5 1671 .5 6 .00 19 .08
21.500 6.00 12 .0 1659 .5 1671.5 6.00 19.08
21 .600 6 .00 12 .0 1659 .5 1671.5 6 . 00 19 .08
21.700 6.00 12 .0 1659 .5 1671.5 6. 00 19.08
21. 800 6. 00 12 .0 1659 .5 1671.5 6 .00 19.08
21.900 6. 00 12 .0 1659 .5 1671.5 6 . 00 19.08
22 .000 6.00 12.0 1659 .5 1671 .5 6.00 19 .08
22 .100 6 . 00 12 .0 1659.5 1671.5 6.00 19.08
22 .200 6.00 12 .0 1659.5 1671.5 6.00 19.08
22 .300 6. 00 12 .0 1659.5 1671 .5 6 .00 19.08
22 .400 5. 00 11 .0 1658. 8 1670 .5 5 . 84 19 .07
22 .500 5 . 00 10 .0 1657.7 1668 .8 5.58 19.07
22 .600 5. 00 10 .0 1656.9 1667 . 7 5.39 19 .07
22 .700 5. 00 10 .0 1656.4 1666 .9 5 .27 19 .07
22 .800 5 .00 10 .0 1656.0 1666 .4 5. 18 19 .07
22 .900 5 . 00 10 .0 1655.7 1666 .0 5 .13 19 .07
23 .000 4.00 9 .0- 1654 .9 1664 .7 4 .93 19 .06
23 .100 4 .00 8 .0 1653 .6 1662 .9 4 . 64 19.06
23 .200 4 .00 8 .0 1652 .7 1661 .6 4.43 19 .06
23 .300 4 .00 6 .0 1652 .1 1660 .7 4 .30 19 .06
23 .400 4.00 8.0 1651.7 1660 .1 4.20 19 .05
23 .500 4.00 8 .0 1651.5 1659 .7 4.14 19 .05
23 .600 4.00 8 .0 1651 .3 1659 .5 4. 10 19 .05
23 .700 3 .00 7.0 1650 .4 1658 .3 3 . 91 19 .05
23 .800 3 . 00 6 .0 1649 .2 1656 .4 3 .62 19 .05
23 .900 3,-00 6.0 1648 .4 1655 . 2 3 .43 19 . 04
24 .000 3 .00 6.0 1647 . 8 1654 .4 3 .29 19.04
24.100 3 .00 6.0 1647 .4 1653 .8 3 . 20 19 . 04
24.200 3 .00 6.0 1647.1 1653 .4 3 .14 19 .04
24 .300 3 .00 6 .0 1646.9 1653 . 1 3 .09 19 . 04
24 .400 2 .00 5 .0 1646.1 1651 .9 2 .91 19. 04
24.500 2 .00 4 .0 1644.9 1650 . 1 2 . 62 19.03
24.600 2 .00 4 .0 1644.0 1648 . 9 2 .42 19.03

POND-2 Version: 5 .17 SIN: Page 5
EXECUTED: 06-08-1995 14:14:26
Pond File: GTOWN .PND
Inflow Hydrograph: GTOWN-1 HYD
Outflow Hydrograph: GTOWN .HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ -----------------------------------
TIME INFLOW I1+I2 2S/t 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft)
-------- --------- --------- ------------ -----------
24.700 2 . 00 4.0 1643 .4 1648.0 2 .29 19 .03
24.800 2. 00 4. 0 1643 .0 1647 .4 2 .20 19 .03
24.900 2 . 00 4.0 1642 .8 1647 .0 2 .14 19 .03
25.000 2 .00 4.0 1642 .6 1646. 8 2 .09 19 .03
25 .100 1. 00 3 .0 1641.8 1645 . 6 1.91 19 .02
25 .200 1. 00 2.0 1640 .5 1643 . 8 1.62 19 .02
25 .300 1.00 2 .0 1639 .7 1642 .5 1 .42 19 .02
25 .400 1.00 2 .0 1639 .1 1641.7 1.29 19 .02
25 .500 1.00 2 . 0 1638 .7 1641.1 1.20 19 .02
25 .600 1.00 2 .0 1638 .4 1640 .7 1.14 19 .01
25 .700 0.00 1.0 1637.6 1639.4 0 .94 19 .01
25 .800 0. 00 0 .0 1636.3 1637 . 6 0 .64 19 .01
25 .900 0 .00 0.0 1635 .4 1636.3 0 .44 19 .01

POND-2 Version: 5.17 SIN:
EXECUTED: 06-08-1995 14:14:26 Page 6
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: GTOWN PND
Inflow Hydrograph: GTOWN-1 .HYD
Outflow Hydrograph: GTOWN HYD
Starting Pond W.S. Elevation = 15 .75 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow - 375 .00 cfs
Peak Outflow - 91.63 cfs
Peak Elevation 21. 80 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 1.12 ac-ft
Peak Storage From Storm = 10.78 ac-ft
---------------
Total Storage in Pond = 11.90 ac-ft
Warning: Inflow hydrograph truncated on left side.

POND-2 Version: 5.17 SIN: Page 7
Pond File: GTOWN .PND
Inflow Hydrograph: GTOWN-1 .HYD
Outflow Hydrograph: GTOWN HYD
EXECUTED: 06-08-1995
Peak Inflow = 375.00 cfs 14:14 :26
Peak Outflow = 91.63 cfs
Peak Elevation = 21.80 ft
Flow (cfs)
J0
-- 40 80 120 160 200 240 280 320 360 400 440
11 .4 - x
x
11 .5 - x
x
11.6 - x
x
11 .7 - x
x
11 . 8 - x
x
11.9 x
x
12 .0 - x
*
x
*
12 .1 - x
*
x
*
12 .2 - x
*
x
12 .3 - x
x
12 .4 - x
x*
12 .5 - * x
* x
12 . 6 - * x
* x
12 .7 - * x
* x
12 . 8 - * x
* x
12 . 9 - * x
* x
13 .0 - * x
* x
13 .1 - * x
* x
13 . 2 - * x
* x
13 .3 - * x
TIME
(hrs)
* File: GTOWN-1 HYD Qmax = 375 .0 cfs i�r�okr
x File: GTOWN HYD Qmax = 91 .6 c f s

CALCULATION
PROJECT a0, 7,'4! v Dr✓.1ia,1
PROJ.NO.
CLIENT DATE -412 5-
SUBJECT_� Ld7:b,�SDES,BY A£' f
CHK.
REMARKS
©12f UGC
i 1 -F C,3�
= 9G
A M

Circular Channel Analysis & Design
Solved with Manning' s Equation
Open Channel. - Uniform flow
Worksheet Name: GEORGETOWNE
Comment: SHAFT SPILLWAY
Solve For Actual Discharge
Given Input Data:
Diameter. . . . . . . . . . 3 .50 ft
Slope . . . . . . . . . . . . . 0.0057 ft/ft
Manning' s n. . . . . . . 0 .012
Depth. . . . . . . . . . . . . 3 .50 ft
Computed Results:
Discharge. . . . . . . . . 82 .29 cfs
Velocity. . . . . . . . . . 8 .55 fps
Flow Area. . . . . . . . . 9. 62 sf
Critical Depth. . . . 2 .83 ft
Critical Slope. . . . 0 .0058 ft/ft
Percent Full. . . . . . 100.00 a
Full Capacity. . . . . 82 .29 cfs
QMAX @.94D. . . . . . . . 88 .52 cfs
Froude Number. . . . . FULL
Open Channel Flow Module, Version 3 .42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

CALCULATION
PROJECT Gd - o ,5 c�rV� •cam/ PROD.NO. o383vo�/
CLIENT L,d,JTv}-{d.j .. DATE
SUBJECT D �� � DES.BY
CHK.BY_
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REMARKS
7/P45;
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_ CALCULATION
_
PROJECT � t'=�,P-JJ 5 "���J�>ro.J PROJ.NO.
CLIENT LA- DATE _9 S�
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DES.BY
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REMARKS
rD
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CALCULATION
PROJECT PROJ.NO.
CLIENT DATE-
SUBJECT DES. BY
Z.
CHK.BY
REMARKS
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CALCULATION
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SUBJECT
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CHK.BY
REMARKS
T > *� 3
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(-2. 747 45),�zg, 3'3� = 79. 3
L 7= Q
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MqUM&CREHD

5I -H
Vp I F. P. S.,
Ul O N tV
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CALCULATION
PROJECT =p �F7`y� tl �y3Ut�JrSro,J PROD.NO.
CLIENT �-'!o*'�-cam DATE
SUBJECT Tl o.J DES,BY
5 CHK.BY--
REMARKS
6, x �o
co LX5,7- ` z
�= 6. 13
x ;moo
vs 7-7' X Z� ' ,���o•-I
GL� SS ''P5"
tea, l Z �Zlj,Jr) 6,x �o
30
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CALCULATION
PROJECT �so'?-S c To Jam! v e;>• PROJ.NO.
CLIENT f.IDlr�(G DATE 5-►7-�5
SUBJECT� '�1'4 _� 1 Ot C S�a`ZS.cd DES.BY
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REMARKS
72-1 ZX • SS� 25 s Z
. 3 �
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3
t=i.p r-S 14'Z D JALL j o o vTLa�i �1
SG G
Mq< M&

CALCULATION
PROJECT �a�sZ¢ 7oc�! s y3b. PROJ.NO.
CLIENT DATE 1 P5
SUBJECT J `' DES.BY___ _
QK=4 I j CHK.
44 REMARKS
74
(:2, A /�ts
�ID 3 _
�l P� 1 eel f� *a7"E'i vJ Or
4,Ise�
A:�mcKm&aEm

CALCULATION
PROJECT Co ���� Sd +V 15i2-1 PROJ.NO,
CLIENT G,d�t'DM��� DATE -L7�7
SUBJECT �v7"G��rrn e7 DES.BY
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REMARKS
J = 9. �
Mq< M

CALCULATION
PROJECT PROJ.NO.
CLIENT DATE~
SUBJECT?,-?- 6--,-5'(yonET r�t-Sf�4�7` DES.BY
CHK.BY
REMARKS
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let z
,�,-;p--Mq<jM&CREM

CALCULATION
PROJECT ror �D'✓'���'^"� PROJ.NO.
CLIENT-Ir�r�fd�L' DATE "55
DES.BY t
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REMARKS
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8X 3•S = Z� �
57_v,,JE
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CALCULATION
PROJECT PROD.NO.
CLIENT J DATE 1?'S
SUBJECT —~�sM C`ZiJr��t ILJ� +/ DES.BY
CNK.
REMARKS
loz_ 5 r Zo• 7
Q = l23,5 Gr'S
�Z3- 5" � c
34. S ge Z
Mq<IM

CALCULATION
PROJECT PROJ•NO.
CLIENT DATE
SUBJECT ! -�•�? G c�r�i=�• ��'1��° DES. BY
CHK.BY
REMARKS
7c,ia z
144. 2
Z
4&-5 �t
Z4'`
Mq<jl\4&CREED

CALCULATION
PROJECT _ _------_-- PROD.NO.
CLIENT DATE
SUBJECT r?��d -�r4G 2 �- ,Ey��f� DES.BY
CHK.BY
REMARKS
/o Z zo, 7
Q IZ�,j cis
34.5 �� Z
5 IZ�.

CAPE FEAR
Engineering, Inc.
September 28, 2000
Linda LeWis
NCDENR
Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28403
Re: veorgetowne Subdivision, 5W8 0501 09 Modification
Dear Ms. Lewis:
We received your request for a Stormwater Management Permit Application for
the above referenced project dated September 1 1 , 2000. The revision to this
project is currently under review by the New Hanover County Technical Review
Committee (TRC). Upon approval from TRC, all applicable State and local permits
shall be modified to incorporate the landplan changes.
I trust this information to be sufficient for your review. If you have any questions,
comments, or require additional information regarding this matter, please contact
this office.
Sincerely,
1
K. Davis Fennell, FE
cc: file (230-05)
Chris Stephens, Landmark
RECEIVED
SEP 2 8 2000
DWQ
PROJ#
5040 New Centre Or., Suite 0 • Wilmington, NC 25403 TEL: [phone] • FAX:[phone]
250 North Chuch Street • Spartanburg,5C 29306 • TEL:[phone] • FAX:[phone]

JA
TO: Zoning enforcement / Hine'
[� Bell South /.Bodford AUG 2, 2000 � Burgess, S.
Cl SCS / Stowell a Stewart, B.
0 Emergency Services / Surn'mers .
0 NCDOT/ Cooke OR ^ BATE. A�.oi.J,t � a,, 2000
NC Coastal Management / Gregson / Bruner
Cl Corps of Engineers / Flint
County Schools / Wayne
0 Environmental Health / Harvell ;.
[� E911. / Hewlett
0 -
Engineering / Rahhal Craig / Thompson
p ;.;.,;: ._. . .
Cl Fire Marshall / Rive bark
EO' Environmental Management./ Lewis
0 Volunteer Fire Department s
CP&L / Cobb
EFinal
ry Plan Revised Plan
Minor Plat
MESSAGEect Name: .
r.a v.,c,,,✓
c Ca • 70...., V
Special Instructions:
�c^�"T.�+r3.2vcuS..a?_�f?`�".^_-'._�•— r�.�':�S.c'ur.--'�YC3+�+iaM-;�.;::.F.�?i�_`i'%i;�:?�-'=� "_"`?_'u'-x__'�'.,�i-�7-�_�^£x �o3�"i{3'�i}3�[a tca.Fd,C'.4='•i•
THE PLANNING DEPARTMENT IS LOCATED AT414 CHESTNUT STREET,SUITE304,WILMINGTON, t�!C 2841

SENDER: COMPLETE THIS SECTION COMPLETE THIS SECTION ON DELIVERY
■ Complete items 1,2,and 3.Also complete A. Received by(Please Print Clearly) B. Date of eliv
item 4 if Restricted Delivery is desired. Nni 7
■ Print your name and address on the reverse
so that we can return the card to you. C. Signature
■ Attach this card to the back of the mailpiece, X �'Agent
or on the front if space permits. ❑Addressee
D. Is delivery address different from item 1? ❑0Yes
1. Article Addressed to: If YES,enter delivery address below: E No
sky
�NS
lrl✓, �r�t� _
�t (J�✓. SiG,.J
C-2 ZL'✓� e,
3. Service Type
6l-Certified Mail El Express Mail
❑ Registered ❑ Return Receipt for Merchandise
/ ✓� ' ' ` p�o(o ❑ Insured Mail ❑C.O.D.
O 4. Restricted Delivery?(Extra Fee) ❑Yes
2. Article Number(Copy from service label)
:Zgev Q.d2-- 2--2- 9iyC
PS Form 3811,July 1999 Domestic Return Receipt 102595-00-M-0952

Postal
CERTIFIED
(Domestic Mail'Only;No Insurance Coverage Provided)
Postage $ + a i t i j •
xf
Certified Fee
r ostma
Return Receipt Fee r �Q Here � NCDEN
R
(Endorsement Required) /. � V
Restricted Delivery Fee 11
(Endorsement Required)
�J
NORTH CAROLINA DEPARTMENT OF
Total Postage&Fees !.� I ENVIRONMENT AND NATURAL RESOURCES
Narw( eas Print Clearly)(to be comq�tad by mailer)
September 11, 2000
a �.a�,a i ---v ,-lJe tll,y�, -----------------___ _
Str�t.No.;or PC Box No. ! 9596
v XJ-aX 4-//a-�7
-- --'-----'-----•-----------------------------------------
Clty,State,ZIP+4 •-•-------------------------
Georgetowne Subdivision
C/O Landmark Developers
P0 Box 4127
Wilmington,NC 28406
Subject: REQUEST FOR STORMWATER MANAGEMENT
PERMIT APPLICATION MODIFICATION
Georgetowne Subdivision
Stormwater Project No. SW8 950109 Modification
New Hanover County
Dear Mr. Stephens:
On August 25,2000,the Wilmington Regional Office received aModification to the Stormwater Management
Permit Application for Georgetowne Subdivision. .The North Carolina Administrative Code requires any project that
must receive either Sedimentation and Erosion Control Plan approval and/or a CAMA Major permit to apply for and
receive a Stormwater Management Permit by the Division of Water Quality.Any construction on the subject site,
prior to receipt ofthe required permit,will constitute a violation of 15A NCAC 2H.1000 and may result in appropriate
enforcement action by this Office.
Either a Stormwater Permit Application Package including 2 sets of plans,completed application form,fee,
and supporting documentation,or a written response regardingthe status ofthis project and the expected submittal date
must be received in this Office no later than October 11,2000. Failure to respond to this request may result in the
initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter
must NOT be considered the Coastal Stormwater Management Permit,which will be signed by the Water Quality
Supervisor. Please reference the Project Number above on all correspondence.If you have any questions,please
call me at(910)-395-3900.
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\STORMSUB\950109.SEP
cc: Tony Roberts,New Hanover County Inspections
K. Davis Fennell, Cape Fear Engineering
Ed Brooks
Central Files
127 Cardinal Drive Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper
I