SW8060149_HISTORICAL FILE_20060830

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0 lD 01 LA q
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
L HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 o (DLO 0 $ 30
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
-I
® T
August 30, 2006
Hubie Tolson, Member/Manager
UHF Development Group, LLC
227 East Front Street
New Bern, NC 28560
Subject: Stormwater Permit No. SW8 060149
The Wye Subdivision
High Density Subdivision Project
Carteret County
Dear Mr. Tolson:
Coleco F1. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for The Wye Subdivision on June 16, 2006. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 060149,
dated August 30, 2006, for the construction of the.subject project.
This permit shall be effective from the date of issuance until August 30, 2016, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150E 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 Rhonda Hall, or me at [phone].
Sincerel ,.
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/rbh: S:\WQS\STORMWAT\PERMIT\060149.aug06
cc: Kevin Avolis, PE, Avolis Engineering, P.A.
Carteret County Inspections
Rhonda Hall
Wilmington Regional Office
Central Files No�ll,icarouna
,Valurally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwatergualitv.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycledl10°/ Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 060149
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
Hubie Tolson and UHF Development Group, LLC
The Wye Subdivision
Cedar Street, Beaufort, Carteret County
I16]:i1C19
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules' and
the approved stormwater management plans and specifications and other supporting
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
This permit shall be effective from the date of issuance until August 30, 2016 and shall
be subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
This permit is effective -only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.5 on page 3 of this permit. The subdivision is
permitted for 24 lots, each allowed a maximum of 3,299 square feet of built -upon
area.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Paqe 2 of 9

State Stormwater Management Systems
Permit No. SW8 060149
5. The following design elements have been permitted for the wet detention pond
stormwater facilities, and must be provided in the systems at all times.
a. Drainage Area, acres: 4.43
Onsite, ft2: 192,970
Offsite, ft2: None
b. Total Impervious Surfaces, ft2: 112,841
Buildings, ft2: 67,200
Streets, ft2: 25,845
Parking, ft2: 7,776
Sidewalk, ft2: 12,020
c. Pond Depth, feet: 6.0
d. TSS removal efficiency: 90%
e. Design Storm, inches: 1.0
f. Permanent Pool Elevation, FMSL: 8.0
g. Permitted Surface Area @PP ft2: 9,600
h. Permitted Storage Volume, ft�: 11,026
i. Storage Elevation, FMSL: 9.1
j. Controlling Orifice: 1.5"0 pipe
k. Permanent Pool Volume, ft3: 35,466
I. Forebay Volume, ft3: 7,300
m. Maximum Fountain Horsepower: 1/8 horsepower
n. Receiving Stream / River Basin: Taylor Creek / White Oak
o. Stream Index Number: 21-34
p. Classification of Water Body: "SC"
IL SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit
was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 060149
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 its 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. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 060149, as issued by
the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
G. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
The maximum built -upon area per lot is 3,299 square feet. This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 060149
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.
Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
All runoff from built upon area on the lot must drain into the permitted
system. This may be accomplished through providing roof drain gutters
which drain to the street, grading the lot to drain toward the street, or
grading perimeter swales and directing them into the pond or street. Lots
that will naturally drain into the system are not required to provide these
measures.
Built -upon area in excess of the permitted amount will require a permit
modification.
13. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
14. Decorative spray fountains will be allowed in the wet detention pond stormwater
treatment systems, subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
C. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in the
wet detention pond is 1/8 horsepower.
15. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
16. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6'months).
b. Sediment removal.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 060149
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
17. 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.
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. 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
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 060149
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 301h day of August, 2006
NORTH QAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
,- —--........_.-,.._.,_..____.
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8.060149
Page 7 of 9

OFFICE USE ONLY
'Dale Received
Fee Paid
Permit Number
-a—ocV
I qau .dd
o \`,ACk
_ i u — O (o 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. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
UHF Development Group, LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
HUBIE TOLSON t (Y\ ct, t� .\p¢ r 1 t`�r� c� a q .e e-
3. Mailing Address for person listed in item 2 above:
227 EAST FRONT STREET
City: NEW BERN State: NC Zip: 28560
Telephone Number: ( 252 ) 638-4215
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications. letters. operation and maintenance agreements. etc.):
THE WYE SUBDIVISION
5. Location of Project (street address):
CEDAR STREET
City: BEAUFORT County: CRTERET
6. Directions to project (from nearest major intersection):
CEDAR STREET (US HWY 70) TO GORDON STREET. PROJECT ON ODRNER NEXT TO FIRE
DEPART4IF W
7. Latitude: N 340 - 43.02' Longitude: W 76' - 39. 39' of project
8. Contact person who can answer questions about the project:
Name: HUBIE TOLSON Telephone Number: ( 252 ) 638-4215
II. PERMIT INFORMATION:
1. Specify whetherproject is (check one): X New
Form SWU-101 Version 3.99 Page I of
Renewal 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 N/A and its issue date (if known)
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 Conu'ol _404/401 Permit _NPDES Stormwater
Information on required state per can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
I. In the space provided below, summarize how stormwater will be u'eated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
SEE ATTACHED
2. Stormwater runoff from this project drains to the
3. Total Project Area: 4.0
5. How many drainage areas does the project have? 1
WHITE OAK
River basin.
4. Project Built Upon Area: 58.5 %
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
Drainage Area I
Drainage Area 2
Receiving Stream Name
'a
TAYLORS_ CREEK—')
Receiving Stream Class
SC a
Drainage Area
4.43
Existing Impervious Area
0
Proposed Impervious`Area
112,841 SF, 2.59 AC
% Impervious' Area (total)
58.5
Impervious Surface Area
Drainage Area I
Drainage Area 2
On -site Buildings
67,200 SF
On -site Streets
25 845 SF
On -site Parking
7,776 SF
On -site Sidewalks
12,020 SF
Other, on -site
Offsite
Total: 112,841 SF, 2.59 AC
Total:
Impervious area is defined as the built upon area including, but not limited to. buildings, toads, parking areas,
sidetvalks, gravel areas, etc.
Form SVVU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above
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 most be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not he
changed or deleted without the consent of the State.
2. No more than 3,299 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 swinuning pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be per 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 supplennent form(s) listed below most be submitted for each
BMP specified for this project. Contact the Stormwater and Ceneral Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
For SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Paoc 3 of

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.
L 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 noor 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 at delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): AVOLIS ENGINEERING, P.A.
Mailing Address: P.O. BOX 15564
City: NEW BERN
Phone: ( 252 ) 633-0068
VIII. APPLICANT'S CERTIFICATION
State: NC Zip:_28563
Fax: ( 252 ) 633-6507
1, (print or type name oPperson listed in General Information. item 2) HUBIE TOLSON
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 \XA be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1.10004--&S�5
Signature: Date:
HU13IE TOLSON, MEMBER/MANAGER
UHF DEVELOPMENT, LLC
FormSWU-101 Version 3.99 Page 4of4

Z--7-�%33
June 14, 2006
AVOLIS ENGINEERING, P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
Ms. Rhonda Hall
Environmental Engineer
NCDENR
127 North Cardinal Drive
Wilmington, NC 27405
RE: DWQ Stormwater Project No. SW8 060149
The Wye Subdivision - Beaufort, Carteret County, North Carolina
AE Project NO. 04158
Dear Rhonda:
In response to your May 5, 2006 letter requesting additional information for the referenced
project, attached please find the following:
• Modified Project Plans - Sheet C4 and C6 (Three Copies)
• Modified Permit Application (Three Copies)
The following revisions have been made:
• Annotations have been made to Sheet C4 indicating no Section 404 Wetlands are
present on the project site and requiring that all roof runoff discharge be directed
to the forebay area of the stormwater pond.
• Sheet C6 has been modified to reflect the 4-inch maximum opening on the trash
rack for the pond overflow structure.
• The proper entity for the stormwater permit is UHF Development Group, LLC. 1
have modified the cover page and appropriate signature pages of the application.
It is requested that you continue with your review of the stormwater permit for this project and if
deemed appropriate, issue the permit.
Should you have any questions relating to.this matter, please do not hesitate to call.
Sincerely,
KeIvin Avolis, P.E.
Vice -President

P. 1
* * * COMMUNICATION RESULT REPORT ( MAY. 5.2006 12:31PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
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497 MEMORY TX 912526336507 OK P. 1/1
REASON FOR ERROR
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Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
FAX COVER SHEET
Date: May 5, 2006
To: Kevin Avolis, PE
Company: Avolis Engineering, PA
FAX: [phone]
Alan W. Klimek, P.E. Director
Division of Water Quality
No. of Pages: 1
From: Rhonda Hall
Water Quality Section Stormwater
Fax #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 060149
Project Name: The Wye Subdivision
MESSAGE:
Kevin:
The Wilmington Regional Office received a Stormwater Management Permit Application for
The Wye Subdivision on March 10, 2006, A preliminary review of that information has

QF W ATE9
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
FAX COVER SHEET.
Date: May 5, 2006
To: Kevin Avolis, PE
Company: Avolis Engineering, PA
FAX: [phone]
Alan W. Klimek, P.E. Director
Division of Water Quality
No. of Pages: 1
From: Rhonda Hall
Water Quality Section Stormwater
Fax #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 060149
Project Name: The Wye Subdivision
MESSAGE:
Kevin:
The Wilmington Regional Office received a Stormwater Management Permit Application for
The Wye Subdivision on March 10, 2006. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continued the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the
plans that none exist.
2. Please provide a note on the plans that all roof drainage must be directed so as to be
picked up by the pond, and the runoff from all impervious surfaces must be directed to
the forebay.
3. Please reduce the opening on the trash rack of the outlet structure from 6 inches to 4
inches. The maximum trash rack opening should be no more than 4 inches.
4. Please verify the name of the company given on page 1 of the stormwater application.
Under the North Carolina's Secretary of States Corporation Database, I found a
company by the name of UHF Development Group, LLC, but I did not find a company
by the name of UHF Development, LLC.
ENB\rbh: S:\WQS\STORMWAT\ADDINFO\2006\060149.may06
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, INC 28405-3845 FAX [phone] Intemet h2o.encstate.nc.us N"oo�° ,Carolina
JVatura!!y
An Equal Opportunity/A(firmaWe Action Employer— 50°� Recycled/10°h Post Consumer Paper

AVOLIS ENGINEERING, P.A. ,
ZJ P.O. Box 15564 • New Bern, North Carolina 28561 • (2521 633-0068
March 8, 2006
Ms. Linda Lewis
Environmental Engineer
NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
A? 1 u 20p6
RE: SW8 060149 - The Wye Subdivision
Gordon, Hendrick and Ful ford Streets, Carteret County, North Carolina
AE Project No. 04158
Dear Linda:
Attached please find two copies of project plans Sheet C I on which the vicinity map has been
added.
Should you have any questions relating to this matter, please do not hesitate to call.
Sincerely,
i Avolis, P.E.
President

Project No. SW8 06
Project Name
z c/
aof WArF9
Dear County y
0
The Wilmington Regional e Your stormwaterapplication
g al Office of the Division of
Your project will be litioand $420.p0 fee on 3 ter Quality
notified if addition reviewed Within 75 days h' received
construction of al information is needed. of receipt and y u will be
permit is issuedbuilt upon area may not commence a be advised that the
ce until the stormwater
If You have any questions, please
review staff in the Wilrninquestions
contact any member of the stormwater
gton Regional Office at (910) 7g8_72 st
Date Sent: ►mwater
Beverly Rivenbark

Kevin- The Wye Subdivision SW8 060149
Subject: Kevin- The Wye Subdivision SW8 060149
From: Linda Lewis <[e-mail]>
Date: Tue, 07 Mar 2006 10:59:12 -0500
To: Avolis Engineering <[e-mail]>
Kevin:
Please add the vicinity map to the plans and submit 2 copies of that revised plan
sheet. Thanks,
Linda
I of 1 3/7/2006 11:02 AM

3
Zi
February 23, 2006
AVOLIS ENGINEERING, P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • (2521 633-0068
Ms. Linda Lewis
Environmental Engineer
NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
10
g o wck' cp
RE: The Wye Subdivision, Beaufort, Carteret County, North Carolina
AE Project No. 04158
Dear Linda:
I appreciate the recent email response to the request for two additional information. Attached
please find the following:
Executed Form B
2. Updated Project Vicinity Map
It is requested that you continue with your review of the stormwater permit for this project.
Sincerely,
Kevin Avolis, P.E.
Vice -President

Read: Wye Subdivision
Subject: Read: Wye Subdivision
From: "Avolis Engineering, P.A." <[e-mail]>
Date: Wed, 22 Feb 2006 13:19:35 -0500
To: "Linda Lewis" <[e-mail]>
This is a receipt for the mail you sent to
"Avolis Engineering" <[e-mail]> at 2/22/2006 11:34 AM
This receipt verifies that the message has been displayed on the recipient's
computer at 2/22/2006 1:19 PM
Final -Recipient: rfc822;[e-mail]
Original -Message -ID: <43FC929D.10204050ncmail.net>
Disposition: ma
ival-action/MDN-sent-manually; displayed
F
t 1.2 Content -Type: message/disposition-notification.
Content -Encoding: 7blt
I of 1 2/22/2006 2:15 PM

Wye Subdivision I
Subject: Wye Subdivision O
From: Linda Lewis <[e-mail]> (/ "
Date: Wed, 22 Feb 2006 11:34:37 -0500
To: Avolis Engineering <[e-mail]>
Kevin:
The Division received a stormwater management permit application for the subject
project on February 16, 2006. The application is incomplete and cannot be accepted
for review at this time. Please submit the following information to continue the
review:
1. Proposed deed restrictions. The statements listed on attached Document marked
"A" should be incorporated into the legally formatted deed restrictions provided by
your client's attorney. Should the attorney not have the proposed DR's available,
the Division will accept Document "B", signed by the applicant, dated and
notarized.
2. Please add the nearest intersection of two major roads to the vicinity map.
The application is on hold pending receipt of the requested information. The 90 day
review clock will start upon receipt of the above requested information.
Thanks,
Linda
Content -Type: application/msword
NOTARYDEEDREST-HDSD. doc
11 Content -Encoding: base64
DEEDREST-HDSD.doc Content -Type: application/msword
Content -Encoding: base64
1 of 1 2/22/2006 11:34 AM

AVOLIS ENGINEERING, P.A.
-%.. -1 P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
February 15, 2006
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: The Wye Subdivision
Beaufort, Carteret County, North Carolina
AE Project No. 04158
Gentlemen:
Enclosed please find for following for the above -referenced project:
• Stormwater Permit and Narrative (Original and One Copy)
• Project Plans (2 Copies)
• Stormwater Calculations (2 Copies)
• $420 Permit Fee
It is requested that you review the permit package at your earliest convenience.
Should you have any questions relating to this matter or need any additional information or
assistance, please do not hesitate to call.
Sincerely,

Beaufort, NC US
MA�CIVEST..; MICHAFL. I.
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and Environmental Engineering THE WYE SUBDIVISION
PO BOX 15564 NEW BERN, NORTH CAROLINA 28561 BEAUFORT, CARTERET COUNTY, NC
PHONE: [phone], FAX [phone]

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STORMWATER POND CALCULATIONS
COASTAL STORMWATER DESIGN
THE WYE SUBDIVISION
GORDAN STREET
BEAUFORT, NORTH CAROLINA
AE PROJECT #04158
SIZED POND AND ORIFICE:
SITE DATA
BUILDING AREA =
SIDEWALK AREA =
PARKING/DRIVE AREA =
GRASS AREA/POND AREA =
�:1�11y �R7�I.I_17y�
% BUA =
DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL
REFERENCE SA/DA TABLE
67200 SF
12020 SF
33621 SF
80130 SF
4.43
1.54
0.28
0.77
3
YES
NO
85% TSS REMOVAL WITH 30' VEGATATIVE FILLER
90% TSS REMOVAL FOR WET DETENTION WITHOUT VEGETATIVE FILTER
X
X
SET PERMANENT POOL DEPTH = 6 FT
SA/DA LOW (50%)= / 2.7
SA/DA HIGH (60%) = 3.4
% IMPER(ACTUAL%) = 58.5
% IMPERVIOUS LOW = 50 %
INTERPOLATED SA/DA VALUE = 3.29
REQUIRED SURFACE AREA = 6,355 SF
APPROXIMATE POND WIDTH = 46 FT
APPROXIMATE POND DIMENSIONS = 46 FT X 138 FT
PERM POOL PROVIpg'j� = Gji(QO�S� (o�SSs�r oK

CALCULATE 1" STORM RUNOFF VOLUME
BUILDING AREA INCL. LOADING DOCK & RAMP =
67200 SF
C=
0.90
SIDEWALKAREA =
12020 SF
C=
0.90
PARKING/DRIVE AREA =
33621 SF
C=
0.90
GRASS AREA =
70529 SF
C=
0.30
POND AREA =
9,600 SF
C=
1.00
I- Ilan
1-INCH VOLUME = 11.026 FT3 5'VLr'1 C= 0.686
SET PERMANENT POOL LEVEL AT: = 8 FT ELEVATION
DETERMINE POND STAGE RISE ASSOCIATED WITH 1" STORM
STAGE FT
SURFACE AREA FTZ
INCREMENTAL VOL FT3`
CUMM. VOL(FT3)
STORM VOL. FT3
-10
0
ERR
ERR
-9
0
0
ERR
-8
0
0
ERR
-7
0
0
0
-6
3736
0
0
-5
4371
4,053
4,053
-4
5036
4,704
8,757
-3
5733
5,385
14,142
-2
6455
6,094
20,236
-1
7203
6,829
27,065
0 tL-
8nN 9600
8,402
35,466
0
1
10885
10,243
45,709
10,243
2
12227
11,556
57,265
21,799
3
13626
12,927
70,191
34,725
4
0
0
70,191
34,725
5
0
0
70,191
34,725
6
0
0
70,191
34,725
7
0
0
70,191
34,725
8
0
0
70,191
34,725
9
0
0
70,191
34,725
10
0
0
70,191
34,725
CALCULATE 1" STORM RISE
BETWEEN: 8 FT & 9 FT THE STORED RUNOFF = 10243 FT3
REMAINING VOLUME TO BE STORED i 783 FT3
BETWEEN: 9 FT & 10 FT INCREMENTAL VOLUME = 11556 FT3
RISE RISE ABOVE 9.0 FT CONTOUR = 0.070 FT
THEREFORE 1" STORM ELEVATION = 9.07 FT SAY: 9.1 FT ?60L e6)
STORM ST

DETERMINE ORIFICE SIZE TO DRAW DOWN THE 1" STORM
AVERAGE AVAILABLE ORIFICE HEAD = 0.55 FT
SIZE ORIFICE FO 3-DAY RAWDOWN
AVERAGE Q REQUIRED = 0.043 FT3/S
(3 DAY DRAW DOWN)
FROM P. III -II OF HRM
BASIC ORIFICE EQUATION
Q =
DISCHARGE(CFS)
CD =
COEFFICIENT (USE 0.6)
A =
ORIFICE AREA (SF) Q=CD'A`sgrt(
9 =
GRAVITY (32.2 FT/S2)
h =
DRIVING HEAD FT
SOLVE FOR AREA REQUIRED: A=Q/(CD'sgr[(2gh)= 0.01191 SF
ORIFICE DIAMETER (D) = 0.1232 FT APPROXIMATELY=
TRY A 1.5 IN H DIAMETER ORIFICI =Do
CHECK ORIFICE SIZE BY ROUTING THE DRAWDOWN OF THE 1"STORM RUNOFF
DISCHARGE TABLE
h(FT)
Q(CFS)
1.1
0.062
1.05
0.061
1
0.059
0.9
0.056
0.8
0.053
0.7
0.049
0.6
0.046
0.5
0.042
0.4
0.037
0.3
0.032
0.2
0.026
0.1
0.019
0.06
0.013
0.04
0.012
0.03
0.010
0.02
0.008
1.48 INCHES
NOTE: h MEASURED TO CENTER OF ORIFICE
Q=(0.6)(PI/4) (Do/ 12 )2sq rt(2'32.2'h )
INITIAL HEAD = 1.10 FT

0
t
APPROXIMATE 1" STORM DRAWDOWN USING 6 HOUR INCREMENTS
REQUIRED VOLUME = 11,026 FT3 POND HAS 1" STORM VOLUME AT t=0
TIME ELAPSED HR
h FT
Q CFS
Q/6 HRS
Qcumm
VOL. REMAINING FT3
0
1.10
11,026
6
1.10
0.062
1,339
1,339
9,687
12
0.97
0.058
1,255
2,593
8,433
18
0.84
0.054
1,171
3,764
7,262
24
0.72
0.050
1,086
4,850
6,176
30
0.62
0.046
1,002
5,852
5,174
36
0.52
0.042
917
6,769
4,257
42
0.42
0.039
832
7,601
3,425
48
0.34
0.035
746
8,347
2,679
54
0.27
0.031
660
9,007
2,019
60
0.20
0.027
573
9,580
1,446
66
0.14
0.022
485
10,064
962
72
0.10
0.018
395
10,460
566
78
0.06
0.014
303
10,763
263
84
0.03
0.010
207
10,970
56
90
0.01
0.004
96
11,065
(39)
96
(0.00)
ERR
ERR
ERR
ERR
102
ERR
ERR
ERR
ERR
ERR
108
ERR
ERR
ERR
ERR
ERR
114
ERR
ERR
ERR
ERR
ERR
120
ERR
ERR
ERR
ERR
ERR
"NOTE: (ERR) INDICATES THAT THE STORM WATER HAS DRAINED NEARLY LEVEL WITH THE ORIFICE HEIGHT
WHICH WILL BE THE HEIGHT OF THE PERMANENT POOL.
THERFORE THE 1" STORM WATER HAS DRAINED WITHIN THE TIME PERIOD OF 2 - 5 DAYS, AND THE RUNOFF
CONTROL FOR THE POND IS SATISFACTORY.
ALSO LEAVE 36 HOURS FOR THE LAST 66 FT3
TO TRICKLE OUT
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Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Tore
interval
(gin)
Tome to
peak
(min)
Volume
(cult)
Return
period
(Yrs)
Inflow
hyd(s)
Maxirrooarl
elevation
Ift)
Maximum
storage
(cue)
Hydrograph
description
1
SCS Runoff I
11.84
1
725
38,395
1
—
Pre Dev. 1 Year St
2
SCS Rum
26.86
2
724
84,326
10
—
Pre Dev. 10 Yr. St
3
SCS Runoff
13.05
1
725
40,618
1
—
POST Dev. 1 Year S
4
SCS Runoff
26.86
2
724
84,326
10
—
POST Dev. 10 Yr. S
5
Reservoir
.10
1
785
18,149
1
3
10.24
24,847
Post Dev. 1-Yr. StOgt"
r„r rTL DD�j
6
Reservoir
14.73
2
730
56,054
10
4
11.17
37,066
Post Dev. 10-Yr. S}oan
a, im Dam
Proj. file: 04158_THEWYE.GP
OF file: NEW BERN.IDF
Run date: 02-12-2006

Hydrograph Report 9
Page 1
1Yea;-SDCSRunoff
QHtyraph
type
Storm frequency
= 1 yrs
Drainage area
= 4.43 ac
Basin Slope
= 0.4 %
Tc method
= TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Time -- Outflow
(hrs cfs)
English
= 11.84 cfs
= 1 min
= 88
= 580 ft
= 6.8 min
= Type III
= 484
Total Volume = 38,395 cuft
Time -- Outflow
(hrs cfs)
8.55
0.12
11.75
2.72
14.95
0.57
18.15
0.23
8.65
0.13
11.85
3.81
15.05
0.55
18.25
0.23
8.75
0.14
11.95
5.31
15.15
0.53
18.35
0.23
8.85
0.15
12.05
10.67
15.25
0.52
18.45
0.23
8.95
0.16
12.15
9.97
15.35
0.50
18.55
0.22
9.05
0.18
12.25
5.82
15.45
0.48
18.65
0.22
9.15
0.19
12.35
4.52
15.55
0.47
18.75
0.22
9.25
0.20
12.45
3.36
15.65
0.45
18.85
0.22
9.35
0.22
12.55
2.20
15.75
0.43
18.95
0.22
9.45
0.23
12.65
1.61
15.85
0.42
19.05
0.21
9.55
0.24
12.75
1.46
15.95
0.40
19.15
0.21
9.65
0.26
12.85
1.34
16.05
0.39
19.25
0.21
9.75
0.28
12.95
1.21
16.15
0.37
19.35
0.21
9.85
0.29
13.05
1.09
16.25
0.37
19.45
0.21
9.95
0.31
13.15
1.01
16.35
0.36
19.55
0.20
10.05
0.32
13.25
0.98
16.45
0.35
19.65
0.20
10.15
0.35
13.35
0.95
16.55
0.35
19.75
0.20
10.25
0.37
13.45
0.91
16.65
0.34
19.85
0.20
10.35
0.40
13.55
0.88
16.75
0.33
19.95
0.19
10.45
0.43
13.65
0.85
16.85
0.32
20.05
0.19
10.55
0.46
13.75
0.82
16.95
0.32
20.15
0.19
10.65
0.49
13.85
0.78
17.05
0.31
20.25
0.19
10.75
0.52
13.95
0.75
17.15
0.30
20.35
0.19
10.85
0.56
14.05
0.72
17.25
0.30
20.45
0.18
10.95
0.59
14.15
0.69
17.35
0.29
20.55
0.18
11.05
0.63
14.25
0.68
17.45
0.28
20.65
0.18
11.15
0.70
14.35
0.66
17.55
0.27
20.75
0.18
11.25
0.80
14.45
0.65
17.65
0.27
20.85
0.17
11.35
0.90
14.55
0.63
17.75
0.26
20.95
0.17
11.45
1.01
14.65
0.61
17.85
0.25
21.05
0.17
11.55
1.16
14.75
0.60
17.95
0.24
21.15
0.17
11.65
1.74
14.85
0.58
18.05
0.24
21.25
0.17
Continues on next page...

Pre Dev. 7 Year Storm
Page 2
IL)
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
21.35 0.16
21.45 0.16
21.55 0.16
21.65 0.16
21.75 0.16
21.85 0.15
21.95 0.15
22.05 0.21
22.15 0.21
22.25 0.16
22.35 0.15
22.45 0.15
22.55 0.15
22.65 0.15
22.75 0.15
22.85 0.15
22.95 0.14
23.05 0.14
23.15 0.14
23.25 0.14
23.35 0.14
23.45 0.14
23.55 0.13
23.65 0.13
23.75 0.13
23.85 0.13
23.95 0.13
End

TR55 Tc Worksheet
Hyd. No. 1
Pre Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 0.5 %
Travel Time ........................................ = 4.7 min
Shallow Concentrated Flow
Flow length
= 200 ft
Watercourse slope
= 1.0 %
Surface description
= Unpaved
Average velocity
= 1.61 ft/s
Travel Time ........................................
= 2.1 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 1.0 %
Manning's n-value
= 0.030
Velocity
= 3.02 ft/s
Flow length
= 0.0 ft
Travel Time ........................................ = 0.0 min
Total Travel Time, Tc ........................ = 6.8 min
Page 1

Hydrograph Report
Hyd. No. 2
Pre Dev. 10 Yr. Storm
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 4.43 ac
= 0.0 %
= TR55
= 7.00 in
= 24 hrs
Page 1
English
Peak discharge = 26.86 cfs
Time interval =
2 min
Curve number =
88
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.5 min
Distribution =
Type III
Shape factor =
484
Total Volume = 84,326 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
7.37
0.27
13.77
1.57
20.17
0.36
7.57
0.30
13.97
1.44
20.37
0.36
7.77
0.32
14.17
1.34
20.57
0.35
7.97
0.35
14.37
1.28
20.77
0.34
8.17
0.39
14.57
1.22
20.97
0.33
8.37
0.44
14.77
1.15
21.17
0.32
8.57
0.50
14.97
1.09
21.37
0.31
8.77
0.55
15.17
1.02
21.57
0.31
8.97
0.61
15.37
0.96
21.77
0.30
9.17
0.67
15.57
0.90
21.97
0.29
9.37
0.74
15.77
0.83
22.17
0.30
9.57
0.81
15.97
0.77
22.37
0.30
9.77
0.87
16.17
0.72
22.57
0.29
9.97
0.94
16.37
0.69
22.77
0.28
10.17
1.04
16.57
0.66
22.97
0.28
10.37
1.17
16.77
0.64
23.17
0.27
10.57
1.30
16.97
0.61
10.77
1.44
17.17
0.58
10.97
1.58
17.37
0.55
...End
11.17
1.89
17.57
0.52
11.37
2.36
17.77
0.50
11.57
3.18
17.97
0.47
11.77
7.45
18.17
0.45
11.97
15.20
18.37
0.44
12.17
14.67
18.57
0.43
12.37
8.02
18.77
0.42
12.57
3.54
18.97
0.42
12.77
2.79
19.17
0.41
12.97
2.28
19.37
0.40
13.17
1.97
19.57
0.39
13.37
1.84
19.77
0.38
13.57
1.71
19.97
0.37

TR55 Tc Worksheet
13
Page t
Hyd. No. 2
Pre Dev. 10 Yr. Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 7.00 in
Land slope = 0.5 %
Travel Time ........................................ = 3.4 min
Shallow Concentrated Flow
Flow length
= 200 ft
Watercourse slope
= 1.0 %
Surface description
= Unpaved
Average velocity
= 1.61 ft/s
Travel Time ........................................ = 2.1 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 1.0 %
Manning's n-value
= 0.030
Velocity
= 3.02 ft/s
Flow length
= 0.0 ft
Travel Time ........................................
= 0.0 min
Total Travel Time, Tc ........................ = 5.5 min

Hydrograph Report'
No. 3
ev. 1 Year Storm -NO POND
Qtrap
Htype = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 4.43 ac
Basin Slope = 0.0 %
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
n � Page I
r
(1 English
b �/
Peak discharge = 13.05 cfs
Time interval = 1 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.8 min
Distribution = Type -III
Shape factor = 484
Total Volume = 40,618 tuft
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow Time -- Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs) (hrs cfs)
8.58 0.13
11.78
3.43
14.98
0.59
18.18 0.25
8.68 0.14
11.88
4.66
15.08
0.57
18.28 0.24
8.78 0.15
11.98
7.70
15.18
0.55
18.38 0.24
8.88 0.17
12.08
13.05 <<
15.28
0.54
18.48 0.24
8.98 0.18
12.18
7.58
15.38
0.52
18.58 0.24
9.08 0.19
12.28
5.38
15.48
0.50
18.68 0.23
9.18 0.21
12.38
4.17
15.58
0.49
18.78 0.23
9.28 0.22
12.48
2.92
15.68
0.47
18.88 0.23
9.38 0.24
12.58
1.88
15.78
0.45
18.98 0.23
9.48 0.25
12.68
1.61
15.88
0.43
19.08 0.23
9.58 0.27
12.78
1.48
15.98
0.42
19.18 0.22
9.68 0.28
12.88
1.35
16.08
0.40
19.28 0.22
9.78 0.30
12.98
1.21
16.18
0.39
19.38 0.22
9.88 0.32
13.08
1.10
16.28
0.38
19.48 0.22
9.98 0.33
13.18
1.05
16.38
0.38
19.58 0.21
10.08 0.35
13.28
1.02
16.48
0.37
19.68 0.21
10.18 0.38
13.38
0.98
16.58
0.36
19.78 0.21
10.28 0.41
13.48
0.95
16.68
0.35
19.88 0.21
10.38 0.44
13.58
0.92
16.78
0.35
19.98 0.20
10.48 0.47
13.68
0.88
16.88
0.34
20.08 0.20
10.58 0.50
13.78
0.85
16.98
0.33
20.18 0.20
10.68 0.54
13.88
0.81
17.08
0.32
20.28 0.20
10.78 0.57
13.98
0.77
17.18
0.32
20.38 0.20
10.88 0.60
14.08
0.74
17.28
0.31
20.48 0.19
10.98 0.64
14.18
0.72
17.38
0.30
20.58 0.19
11.08 0.69
14.28
0.71
17.48
0.29
20.68 0.19
11.18 0.79
14.38
0.69
17.58
0.29
20.78 0.19
11.28 0.90
14.48
0.67
17.68
0.28
20.88 0.18
11.38 1.01
14.58
0.66
17.78
0.27
20.98 0.18
11.48 1.13
14.68
0.64
17.88
0.26
21.08 0.18
11.58 1.43
14.78
0.62
17.98
0.25
21.18 0.18
11.68 2.33
14.88
0.61
18.08
0.25
21.28 0.17
Continues on next page...

POST Dev. 1 Year Storm -NO POND
Page 2
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
21.38 0.17
21.48 0.17
21.58 0.17
21.68 0.17
21.78 0.16
21.88 0.16
21.98 0.16
22.08 0.27
22.18 0.17
22.28 0.16
22.38 0.16
22.48 0.16
22.58 0.16
22.68 0.16
22.78 0.16
22.88 0.15
22.98 0.15
23.08 0.15
23.18 0.15
23.28 0.15
23.38 0.15
23.48 0.14
23.58 0.14
23.68 0.14
23.78 0.14
23.88 0.14
23.98 0.13
...End

TR55 Tc Worksheet
Page 1
Hyd. No. 3
POST Dev. 1 Year Storm -NO POND
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 200.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 0.5 %
Travel Time ........................................ = 3.4 min
Shallow Concentrated Flow
Flow length
= 100 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 1.5 min
Channel Flow
Cross section flow area
= 1.8 sqft
Wetted perimeter
= 4.7 ft
Channel slope
= 0.5 %
Manning's n-value
= 0.030
Velocity
= 1.82 ft/s
Flow length
= 100.0 ft
Travel Time ........................................
= 0.9 min
Total Travel Time, Tc ........................ = 5.8 min

Hydrograph Report
Hyd. No. 4
POST Dev. 10 Yr. Storm -NO POND
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 4.43 ac
= 0.0 %
= TR55
= 7.00 in
= 24 hrs
► 1-7
Page 1
English
a
Peak discharge = 26.86 cfs
Time interval = 2 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 4.9 min
Distribution = Type III
Shape factor = 484
Total Volume = 84,326 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
7.37
0.27
13.77
1.57
20.17
0.36
7.57
0.30
13.97
1.44
20.37
0.36
7.77
0.32
14.17
1.34
20.57
0.35
7.97
0.35
14.37
1.28
20.77
0.34
8.17
0.39
14.57
1.22
20.97
0.33
8.37
0.44
14.77
1.15
21.17
0.32
8.57
0.50
14.97
1.09
21.37
0.31
8.77
0.55
15.17
1.02
21.57
0.31
8.97
0.61
15.37
0.96
21.77
0.30
9.17
0.67
15.57
0.90
21.97
0.29
9.37
0.74
15.77
0.83
22.17
0.30
9.57
0.81
15.97
0.77
22.37
0.30
9.77
0.87
16.17
0.72
22.57
0.29
9.97
0.94
16.37
0.69
22.77
0.28
10.17
1.04
16.57
0.66
22.97
0.28
10.37
1.17
16.77
0.64
23.17
0.27
10.57
1.30
16.97
0.61
10.77
1.44
17.17
0.58
10.97
1.58
17.37
0.55
...End
11.17
1.89
17.57
0.52
11.37
2.36
17.77
0.50
11.57
3.18
17.97
0.47
11.77
7.45
18.17
0.45
11.97
15.20
18.37
0.44
12.17
14.67
18.57
0.43
12.37
8.02
18.77
0.42
12.57
3.54
18.97
0.42
12.77
2.79
19.17
0.41
12.97
2.28
19.37
0.40
13.17
1.97
19.57
0.39
13.37
1.84
19.77
0.38
13.57
1.71
19.97
0.37

l9
TR55 Tc Worksheet
Hyd. No. 4
POST Dev. 10 Yr. Storm -NO POND
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value
Flow length
Two-year 24-hr precip.
Land slope
Travel Time .................
= 0.011
= 200.0 ft
= 7.00 in
= 0.5 %
.................. = 2.5 min
Shallow Concentrated Flow
Flow length
= 100 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 1.5 min
Channel Flow
Cross section flow area
= 1.8 sqft
Wetted perimeter
= 4.7 ft
Channel slope
= 0.5 %
Manning's n-value
= 0.030
Velocity
= 1.82 ft/s
Flow length
= 100.0 ft
Travel Time ........................................
= 0.9 min
Total Travel Time, Tc ........................ = 4.9 min
Page 1

Hydrograph Report 7 Pa19
ge
Hyd. No. 5
Post Dev. 1-Yr. Storm
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow No.
Max. Elevation 10.24 ft
Sbmge 1 Miabon
!J English
Peak discha = 1.10 cfs
Time interval
\ Reservoir name = THE WYE
Max. Storage = 24,847 cuft
Total Volume = 18,149 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civic Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs cfs
cfs cfs cfs cfs
cfs cfs cfs
12.40
3.97
10.52
0.07 -
- - 0.15 --
- - 0.15
12.50
2.71
10.56
0.07 --
--- - 0.49 --
- --- 0.49
12.60
1.79
10.58
0.07 -
- - 0.72 -
- -- 0.72
12.70
1.59
10.60
0.07 ---
- -- 0.86 --
-- -- 0.86
12.80
1.46
10.61
0.07 -----
----- -- 0.98 -
-- - 0.98
12.90
1.32
10.61
0.07 --
-- --- 1.05 --
-- --- 1.05
13.00
1.19
10.61
0.07 --
-- -- 1.09 --
--- --- 1.09
13.10
1.09
10.62
0.07 -
- - 1.09 --
- - 1.09
13.20
1.05
10.62
0.07 -----
-- --- 1.09 --
---- -- 1.09
13.30
1.01
10.61
0.07 -
- - 1.08 -
-- - 1.08
13.40
0.98
10.61
0.07 --
- -- 1.06 -
-- - 1.06
13.50
0.94
10.61
0.07 -
-- -- 1.05 ----
----- --- 1.05
13.60
0.91
10.61
0.07 ---
- - 1.02 --
--- --- 1.02
13.70
0.87
10.61
0.07 ----
- -- 1.00 ----
----- - 1.00
13.80
0.84
10.61
0.07 --
-- - 0.97 --
----- ---- 0.97
13.90
0.80
10.61
0.07 -----
--- --- 0.95 --
----- -- 0.95
14.00
0.77
10.60
0.07 -
- - 0.92 -
- -- 0.92
14.10
0.74
10.60
0.07 -
-- -- 0.89 --
- - 0.89
14.20
0.72
10.60
0.07 --
- - 0.86 --
- -- 0.86
14.30
0.70
10.60
0.07 -
- - 0.84 -
- --- 0.84
14.40
0.69
10.60
0.07 ---
- - 0.82 -
- - 0.82
14.50
0.67
10.59
0.07 -
- - 0.80 -
- - 0.80
14.60
0.65
10.59
0.07 -
-- - 0.78 --
---- --- 0.78
14.70
0.64
10.59
0.07 -
-- - 0.76 --
----- -- 0.76
14.80
0.62
10.59
0.07 --
- --- 0.74 --
-- - 0.74
14.90
0.60
10.58
0.07 -
- - 0.72 --
-- -- 0.72
15.00
0.59
10.58
0.07 -
--- - 0.70 --
-- - 0.70
15.10
0.57
10.58
0.07 --
- - 0.69 --
- - 0.69
15.20
0.55
10.58
0.07 -
- - 0.67 --
- -- 0.67
15.30
0.53
10.58
0.07 ----
---- -- 0.65 -----
- - 0.65
15.40
0.52
10.57
0.07 -
- - 0.63 -
- - 0.63
15.50
0.50
10.57
0.07 --
-- -- 0.62 ---
-- ---- 0.62
15.60
0.48
10.57
0.07 --
-- -- 0,60 -
-- -- 0.60
15.70
0.47
10.57
0.07 -
- - 0.58 --
- - 0.58
15.80
0.45
10.57
0.07 --
-- -- 0.56 ---
-- - 0.56
15.90
0.43
10.56
0.07 -
-- - 0.55 --
-- -- 0.55
Continues on next page...

2z
Post Dev. 1-Yr. Storm
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
Cfs
It
Cfs cfs
cfs Cfs Cfs Cfs cfs Cfs
Cfs
16.00
0.41
10.56
0.07 -
-- - 0.53 -- - -
0.53
16.10
0.40
10.56
0.07 -
- - 0.51 - -- -
0.51
16.20
0.39
10.56
0.07 -
--- -- 0.49 --- ----- --
0.49
16.30
0.38
10.56
0.07 --
- - 0.48 --- -- -
0.48
16.40
0.38
10.55
0.07 -
----- ----- 0.47 --- ----- -----
0.47
16.50.
0.37
10.55
0.07 -----
-- --- 0.45 --- _ ----
0.45
16.60
0.36
10.55
0.07 -----
----- ----- 0.44 ---- ----- -
0.44
16.70
0.35
10.55
0.07 ---
---- ----- 0.43 ----- ---- --
0.43
16.80
0.35
10.55
0.07 -
-- -- 0.42 ----- - --
0.42
16.90
0.34
10.55
0.07 -
- -- 0.41 - --- --
0.41
17.00
0.33
10.55
0.07 -----
-- - 0.40 ----- - -
0.40
17.10
0.32
10.55
0.07 --
-- - 0.39 - --- -
0.39
17.20
0.31
10.54
0.07 --
-_ - 0.38 ---- --- --
0.38
17.30
0.31
10.54
0.07 --
- -- 0.37 --- -- -
0.37
17.40
0.30
10.54
0.07 --
-- - 0.36 -- - -
0.36
17.50
0.29
10.54
0.07 ---
-- --- 0.35 ----- ----- --
0.35
17.60
0.28
10.54
0.07 -
-- - 0.34 -- - -
0.34
17.70
0.28
10.54
0.07 -
- - 0.33 --- - -
0.33
17.80
0.27
10.54
0.07 -----
--- 0.32 - -- -
0.32
17.90
0.26
10.54
0.07 -
-- --- 0.32 -- -- -
0.32
18.00
0.25
10.54
0.07 -
-- -- 0.31 -- --- ---
0.31
18.10
0.25
10.54
0.07 ---
-- -- 0.30 - - --
0.30
18.20
0.25
10.53
0.07 --
-- - 0.29 -- - -
0.29
18.30
0.24
10.53
0.07 -----
- ---- 0.29 ----- ----- -----
0.29
18.40
0.24
10.53
0.07 -
- -- 0.29 - - -
0.29
18.50
0.24
10.53
0.07 --
- - 0.28 - -- --
0.28
18.60
0.24
10.53
0.07 ----
-- - 0.28 -- -- ----
0.28
18.70
0.23
10.53
0.07 -
- - 0.28 - --- -
0.28
18.80
0.23
10.53
0.07 -
-- -- 0.27 - -
0.27
18.90
0.23
10.53
0.07 ----
--- -- 0.27 -- --
0.27
19.00
0.23
10.53
0.07 --
- - 0.27 - --- -
0.27
19.10
0.22
10.53
0.07 --
- - 0.26 ---- ----- --
0.26
19.20
0.22
10.53
0.07 --
-- - 0.26 --- --- -
0.26
19.30
0.22
10.53
0.07 -
- - 0.26 - ---- -
0.26
19.40
0.22
10.53
0.07 -----
-- - 0.25 - --- --
0.25
19.50
0.22
10.53
0.07 -
- -- 0.25 -- - -
0.25
19.60
0.21
10.53
0.07 -
-- -- 0.25 ---- -- -
0.25
19.70
0.21
10.53
0.07 --
- - 0.24 -- - -
0.24
19.80
0.21
10.53
0.07 -
- - 0.24 - -- --
0.24
19.90
0.21
10.53
0.07 -
- -- 0.24 --- -- -_
0.24
20.00
0.20
10.53
0.07 --
- - 0.24 -- -- -
0.24
20.10
0.20
10.53
0.07 -
- - 0.23 -- --- -
0.23
20.20
0.20
10.53
0.07 -
-- --- 0.23 ----- - -
0.23
20.30
0.20
10.53
0.07 --
- - 0.23 - - -
0.23
20.40
0.19
10.53
0.07 --
- - 0.23 -- - -
0.23
20.50
0.19
10.53
0.07 -
-- - 0.22 -- - -
0.22
20.60
0.19
10.53
0.07 ---
- - 0.22 - - -
0.22
20.70
0.19
10.53
0.07 -
-- - 0.22 - - --
0.22
20.80
0.19
10.53
0.07 -
- - 0.22 -- - --
0.22
Continues on next page...

zJ
Post Dw. 7-Yr. Strom Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs cfs cfs
Cfs Cfs Cfs Cfs cfs
cfs
20.90
0.18
10.52
0.07 -- -
- 0.21 -- ---- -
0.21
21.00
0.18
10.52
0.07 -- --
-- 0.21 ----- ---- --
0.21
21.10
0.18
10.52
0.07 -- ---
- 0.21 --- - -
0.21
21.20
0.18
10.52
0.07 -- --
- 0.21 --- -- --
0.21
21.30
0.17
10.52
0.07 --- -
- 0.20 -- -- ----
0.20
21.40
0.17
10.52
0.07 -- --
-- 0.20 ----- _ --- --
0.20
21.50
0.17
10.52
0.07 - ---
-- 0.20 ----- - ---
0.20
21.60
0.17
10.52
0.07 ----- -----
- 0.20 ---- ----- --
0.20
21.70
0.16
10.52
0.07 ----- --
- 0.19 ----- - ----
0.19
21.80
0.16
10.52
0.07 -- ----
- 0.19 ----- - ---
0.19
21.90
0.16
10.52
0.07 - --
--- 0.19 ----- --- --
0.19
22.00
0.16
10.52
0.07 -- -
---- 0.19 -- --- ----
0.19
22.10
0.26
10.52
0.07 --- -
-- 0.19 --- --- ---
0.19
22.20
0.17
10.52
0.07 -- -----
-- 0.19 ---- ----- --
0.19
22.30
0.16
10.52
0.07 --- --
----- 0.19 ---- ---- -
0.19
22.40
0.16
10.52
0.07 -- ----
- 0.19 --- ---- -
0.19
22.50
0.16
10.52
0.07 --- ---
--- 0.19 ----- -- --
0.19
22.60
0.16
10.52
0.07 ----- -----
--- 0.18 ----- ---- --
0.18
22.70
0.16
10.52
0.07 ----- --
- 0.18 ----- -- --
0.18
22.80
0.16
10.52
0.07 - --
-- 0.18 -- --- --
0.18
22.90
0.15
10.52
0.07 ----- -----
--- 0.18 ----- --
0.18
23.00
0.15
10.52
0.07 - -
- 0.18 --- --
0.18
23.10
0.15
10.52
0.07 --- ---
--- 0.17 ---- ----- -----
0.17
23.20
0.15
10.52
0.07 ----- ---
-- 0.17 ---- ----- ----
0.17
23.30
0.15
10.52
0.07 ---
-- 0.17 ---- --- ---
0.17
23.40
0.14
10.52
0.07 -- -
--- 0.17 --- - -
0.17
23.50
0.14
10.52
0.07 ---- -----
- 0.17 ----- ----- -
0.17
23.60
0.14
10.52
0.07 --- ---
--- 0.16 --- --- ---
0.16
23.70
0.14
10.52
0.07 ----- -
-- 0.16 ---- ----- -----
0.16
23.80
0.14
10.52
0.07 --- -
--- 0.16 ----- - -
0.16
23.90
0.14
10.52
0.07 -- --
-- 0.16 - -- ---
0.16
24.00
0.00
10.52
0.07 --- -
----- 0.16 --- ---
0.16
End

Reservoir Report Page t
Reservoir No. 1 - THE WYE English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
ft
0.00
1.00
2.00
3.00
3.50
Elevation
ft
8.00
9.00
10.00
11.00
11.50
Contour area
sqft
9,600
10,885
12,227
13,626
14,349
Incr. Storage Total storage
cult cuft
0 0
10,243 10,243
11,556 21,799
12,927 34,725
6,994 41,719
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 1.5
0.0
0.0
0.0
Crest Len ft = 9.0
0.0
0.0
0.0
Span in
= 1.5
0.0
0.0
0.0
Crest El. ft = 10.50
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 3.00
0.00
0.00
0.00
Invert El. ft
= 9.10
0.00
0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00
0.00
Length ft
= 0.1
0.0
0.0
0.0
Multistage = No
No
No
No
Slope %
= 0.50
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= --
Yes
No
No
Tailwater Elevation =
0.00 ft
NOR: AU auffb" new bean amtyl uM inRt ark o conavl.
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft
tuft
ft
cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
0.00
0
8.00
0.00
- - - 0.00 - - ---
0.00
1.00
10,243
9.00
0.00
- - - 0.00 - - -
0.00
2.00
21,799
10.00
0.05
- - - 0.00 -- - -
0.00
3.00
34,725
11.00
0.08
- - -- 9.55 -- -- -
9.55
3.50
41,719
11.50
0.09
- - - 27.00 - - -
27.00
,>'v

Z3
Hydrograph Report
Hyd. No. 6
Post Dev. 10-Yr. Storm
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 4
Max. Elevation = 11.17 ft
�I Page t
English
Peak discharge = 14.73 cfs
Time interval = 2 min
Reservoir name = THE WYE
Max. Storage = 37,066 cuft
smmW lndlw n medwd used. Total Volume = 56,064 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Outflow
(hrs)
cfs
ft
cfs cfs
cfs cfs efs cfs
cfs cfs cfs
12.00
20.30
10.55
0.07 -
--- - 0.41 --
- -- 0.41
12.20
12.34
11.16
0.08 -
-- - 14.42 -
-- -- 14.42
12.40
7.22
11.02
0.08 ---
- -- 10.14 ---
--- ---- 10.14
12.60
3.26
10.86
0.08 --
- - 5.81 -
- - 5.81
12.80
2.71
10.77
0.07 -----
--- - 3.76 ---
-- --- 3.76
13.00
2.20
10.72
0.07 -
-- -- 2.84 ---
-- - 2.84
13.20
1.95
10.69
0.07 ---
- -- 2.31 -
--- - 2.31
13.40
1.82
10.68
0.07 -
-- -- 2.06 -
- --- 2.06
13.60
1.69
10.67
0.07 -
- - 1.87 -
-- - 1.87
13.80
1.55
10.66
0.07 ----
--- --- 1.72 --
-- 1.72
14.00
1.42
10.65
0.07 -
- - 1.58 -
-- -- 1.58
14.20
1.33
10.64
0.07 ----
----- - 1.45 --
----- ---- 1.45
14.40
1.27
10.63
0.07 ----
- - 1.36 --
--- -- 1.36
14.60
1.21
10.63
0.07 --
- -- 1.29 --
-- -- 1.29
14.80
1.14
10.62
0.07 -
-- 1.22 -
---- ----- 1.22
15.00
1.08
10.62
0.07 --
- - 1.15 -
- -- 1.15
15.20
1.01
10.62
0.07 ---
-- --- 1.09 -
- - 1.09
15.40
0.95
10.61
0.07 --
-- - 1.02 --
- -- 1.02
15.60
0.88
10.61
0.07 -
- -- 0.96 ---
-- ----- 0.96
15.80
0.82
10.60
0.07 -
--- - 0.89 -
- - 0.89
16.00
0.76
10.60
0.07 --
--- - 0.84 -
- --- 0.84
16.20
0.72
10.59
0.07 -
--- - 0.80 --
-- -- 0.80
16.40
0.69
10.59
0.07 -
- - 0.76 -
- - 0.76
16.60
0.66
10.59
0.07 -
--- - 0.73 -
-- -- 0.73
16.80
0.63
10.58
0.07 -
-- - 0.70 --
- - 0.70
17.00
0.60
10.58
0.07 -
-- - 0.67 -
- - 0.67
17.20
0.58
10.57
0.07 ----
---- - 0.64 ---
- - 0.64
17.40
0.55
10.57
0.07 -
- - 0.61 -
- - 0.61
17.60
0.52
10.57
0.07 -
--- - 0.58 -
- --- 0.58
17.80
0.49
10.56
0.07 -
--- - 0.55 -
-- - 0.55
18.00
0.46
10.56
0.07 ---
- -- 0.52 -
-- - 0.52
18.20
0.45
10.56
0.07 --
-- - 0.50 -
-- - 0.50
18.40
0.44
10.56
0.07 --
-- -- 0.48 -
- - 0.48
18.60
0.43
10.55
0.07 ---
-- --- 0.46 -
- -- 0.46
18.80
0.42
10.55
0.07 --
- - 0.45 -
-- - 0.45
19.00
0.41
10.55
0.07 --
-- - 0.44 -
- -- 0.44
Continues on next page...

Post Dev. 74Yr. Storm
Page 2
S�
Hydrograph Discharge Table
Time Inflow Elevation
(hrs) cfs It
19.20
0.41
10.55
19.40
0.40
10.55
19.60
0.39
10.55
19.80
0.38
10.55
20.00
0.37
10.55
20.20
0.36
10.54
20.40
0.36
10.54
20.60
0.35
10.54
20.80
0.34
10.54
21.00
0.33
10.54
21.20
0.32
10.54
21.40
0.31
10.54
21.60
0.30
10.54
21.80
0.30
10.54
22.00
0.29
10.54
22.20
0.30
10.54
22.40
0.30
10.54
22.60
0.29
10.54
22.80
0.28
10.54
23.00
0.28
10.53
23.20
0.27
10.53
23.40
0.26
10.53
23.60
0.26
10.53
23.80
0.25
10.53
24.00
0.24
10.53
24.20
0.00
10.52
End
Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
Cfs Cfs
Cfs Cfs Cfs Cfs Cfs Cfs
Cfs
0.07 --
- ---- 0.43 -- -- ---
0.43
0.07 -
- - 0.42 - - -
0.42
0.07 --
--- ---- 0.41 ----- --- ----
0.41
0.07 -
- --- 0.40 - - -
0.40
0.07 -
- -- 0.39 --- -- -
0.39
0.07 -
- - 0.38 ----- ----- ---
0.38
0.07 -
-- -- 0.37 -- --- -
0.37
0.07 -
- 0.36 ---- ----- -----
0.36
0.07 -----
---- ----- 0.36 ----- ----- -----
0.36
0.07 --
-- -- 0.35 ----- ----- ---
0.35
0.07 --
- -- 0.34 --- - ---
0.34
0.07 --
- --- 0.33 -- --- --
0.33
0.07 -
- ---- 0.32 ----- ----- ----
0.32
0.07 -
- - 0.31 - --- -
0.31
0.07 ---
--- --- 0.30 ----- - -----
0.30
0.07 --
-- -- 0.34 - -- ----
0.34
0.07 --
----- --- 0.32 -- ---- --
0.32
0.07 ---
----- ---- 0.31 ----- - -
0.31
0.07 -
---- --- 0.30 -- --- ---
0.30
0.07 -
- - 0.29 ----- ---- -----
0.29
0.07 -
- --- 0.29 -- ---- ---
0.29
0.07 --
-- - 0.28 ---- ----- -
0.28
0.07 --
--- -- 0.27 ---- ----- --
0.27
0.07 -
-- - 0.26 ----- --- ---
0.26
0.07 --
-- ---- 0.26 ---- --- -----
0.26
0.07 -
- - 0.18 --- --- --
0.18

Reservoir Report
Page 1
Reservoir No. 1 - THE WYE English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
ft
ft
sgft
cuft
cuft
0.00
8.00
9,600
0
0
1.00
9.00
10,885
10,243
10,243
2.00
10.00
12,227
11,556
21,799
3.00
11.00
13,626
12,927
34,725
3.50
11.50
14,349
6,994
41,719
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 1.5
0.0
0.0
0.0
Crest Len ft = 9.0
0.0
0.0
0.0
Span in
= 1.5
0.0
0.0
0.0
Crest El. ft = 10.50
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 3.00
0.00
0.00
0.00
Invert El. ft
= 9.10
0.00
0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00
0.00
Length ft
= 0.1
0.0
0.0
0.0
Multistage = No
No
No
No
Slope %
= 0.50
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= --
Yes
No
No
Tailwater Elevation =
0.00 ft
Nate: NI outflows tune Seen analyzed under inlet and
outlet contrd.
Stage / Storage / Discharge
Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft
cuft
ft
cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
0.00
0
8.00
0.00
- - - 0.00 -- -
0.00
1.00
10,243
9.00
0.00
- - - 0.00 --- - -
0.00
2.00
21,799
10.00
0.05
- - - 0.00 --- - -
0.00
3.00
34,725
11.00
0.08
-- - --- 9.55 - - ---
9.55
3.50
41,719
11.50
0.09
- - - 27.00 - - -
27.00

?4-
1 - SCS Runoff -1 Yr - Op = 11.84 cfs
1
1
CY
00 5 10 15 20 25
Time (hrs)
e�> Hyd. 1

2 - SCS Runoff -10 Yr - Qp = 26.86 cfs
3
2
2
CY
1
1
0 -
0 5 10 15 20 25
Time (hrs)
O Hyd. 2

ME
5 - Reservoir -1 Yr - Qp = 0.68 cfs
1
1
c�
CY
5--- L
0 5 10 15 20 25
Time (hrs)
® Hyd. 3 e�l Hyd. 5

zg
6 - Reservoir -10 Yr - Qp = 14.73 cfs
3
2
2
a�
1
1
ILE
0 5 10 15 20 25
Time (hrs)
O Hyd. 4 0 Hyd. 6

3v
Table 8.03b
Runoff Curve Numbers (CN)
Hydrofogi So)Grup
Land Use/CoverA
13
D
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
ppoor condition
68
79
86
89
faircondition
good condition
49
69
79
84
_
39
fit
74
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand- good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
grass cover on 75%
or more of the area
fair condition:
39
61
74 80
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
areas (85 % impervious)
89
92
94
95
Industrial districts
(72% impervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average. % Impervious
1/8 acre or less 65
1/4 acre 38
77
85
90
92
1/3 acre 30
61
57
75
72
83
81
87
86
1/2 acre 25
1 acre 20
54
70
80
85
2 acre 15
51
47
68
66
79
77
84
81
Paved parking lots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
Paved with curbs and
storm sewers
gravel
98
98
98
98
dirt
76
72
85
62
89
87
91
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
93
95
Lot sizes of 1/2 acre
85
91
97
Lot sizes of 1 acre
82
90
94
96
Lot sizes of 2 acres
81
93
95
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
8.03.10
Rm 12193

�1
20%
30%
40%
50%
60%
'go %
90%
100%
IMPER.%
10%
20%
30%
ap
70%
80%
90%
100%-
%1
SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER��
I. OFT
3.5FT
4.OFT
4.5FT
5. OFT
5.5FT
6. OFT
6.5FT
7 OFT
7 5FT
.9
.8
.7
.6
.5
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
3.4
3.0
2.6,,;_2.4
2.1
1.9
1.6
1.4
1.1
1.0
4.2
3.7
3.3'
3.0
2.7
2.4
2.1
1.8
1.5
1.3
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
640
5.2
4.5
4.1._
3:7
3.1
2.9
2.5
2.1
1.8
L.
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
%.3
8.2
7.4
6.8
6.2
5.6
5.0
4.4'
3.8
3.2
2.6
SA/DA
- > 90% TSS REMOVAL r
FOR WET
DETENTION
WITHOUT
VEGETATI FILTER
.OFT
3.5FT
4.OFT
4.5FT
5.OFT
5.5FT
6.OFT
6.5FT
7 OFT
7 5FT
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
2.4
2.0
1.8
1.7
- 1.5
1.4
1.2
1.0
.9
.6
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
4.5
4.0
3.5
3.1
2.8
2.5
1.8
1.4
1.1
5.6
5.0
4.3
3.9
3.5
3.1
2.3
1.9
1.5
7.0
6.0
5.3
4.8
4.3
3.
3.
2.9
2.4
1.9
8.1
7.0
6_0
5.5
5.0
4.5
3.4
2.9
2.3
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3 .
12.0
10.0
8.8.
8.1
7.3
6.6
5.8
5.1
4.3
3.6

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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, PG, PE Land Quality Section
Director and State Geologist
January 11, 2006
LETTER OF RECEIPT OF EROSION CONTROL PLAN
UHF Development, LLC
Mr. Hubie Tolson, Mbr/Mgr
227 East Front Street
New Bern, NC 28560
RE: Project Name: The Wye Subdivision
Project to: Carte-2006-217
County: Carteret
River Basin: White Oak
Submitted By: Avolis Engineering
Date Received by LQS: January 11, 2006
Plan Type: NEW
Dear Mr. Tolson:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
1`jv1�II I,U10
✓41V 12 l eT
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S. 113A-57 (4)).
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)),
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan. ---
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the`Act.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely, V/
Trentt games
Land Quality Section
cc: Kevin Avolis, Avolis Engineering
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone] / FAX: [phone]

STORNIWATER NARRATIVE
The Wye Subdivision
Beaufort, Carteret County, NorthCarolina
'['he Wye Subdivision project entails the development of a 24 lot single-family residential
subdivision on 4.0 acres of land located in Beaufort, Carteret County, North Carolina. The
development of the proposed project will result in the creation of 2.59 acres of impermeable
surfaces. The subject property is abutted along each of its sides by existing public roads and
right-of-ways. Hedrick Street, a public street with a public right -of' way bisects the subject
property through its middle. The right-of-way of Hedrick Street covers a total area of 0.43 acres
and is located within the drainage basin of the subject property. Therefore, the total drainage
basin encompassing the subject property is 4.43 acres and includes all area on the 24 residential
lots and the right-of-way area of Hedrick Street.
The proposed built -upon density for the project is 58.5% necessitating the installation of an
engineered stormwater system. The only outfall in the general vicinity of the subject property is
the existing public storm drainage system at the intersection of Gordon Street and Broad Street at
the southwestern corner of the subject property. The storm water system along Gordon Street
drains to Town Creek is located approximately 1,200 feet south of the subject property. The
piping in this area has recently been upgraded as a part of a recent utility and street renovation
project. A 15-inch PVC storm drain pipe exists in this location which will immediately
discharge point for the proposed drainage system.
The proposed stormwater collection and treatment system for the subject property includes
lightly graded swales along the existing public roadway areas to collect stormwater runoff from e� �j u
the adjacent roads and the subject property. The swales discharge to a series of drop inlets and J r'T
piping network which ultimately discharges in a westerly direction to a proposed tie-rete
-tea located within the common area of the subject property. Thc-bte-retsnt m area is sized to-,�
contain the runoff from the one -inch storm. d-tt� t+ver4-all-runoff in— 'f
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