SW8040836_Historical File_20041124

F WATF
Michael F. Easley, Governor
y William G. Ross, Jr., Secretary
f^ North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
r Division of Water Quality
November 24, 2004
Mr. Jon W. Rosborough, Director
New Hanover County Airport Authority
1740 Airport Boulevard
Wilmington, NC 28405
Subject: Stormwater Permit No. SW8 040836
Wilmington International Airport Master Plan
High Density Project
New Hanover County
Dear Mr. Rosborough:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Wilmington International Airport Master Plan on November 8, 2004. 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 040836 dated November 24, 2004, for the construction of the
subject project.
This permit shall be effective from the date of issuance until November 24, 2014, 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
Regional Supervisor
Surface Water Protection Section
RSS/arl: S:IWQSISTORMWATIPERMIT1040836.nov04
cc: Eric Stumph, P.E., Talbert & Bright
Tony Roberts, New Hanover County Building Inspections
City of Wilmington Development Services
Linda Lewis
Wilini ngto� ss Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension
Wilmington Regional Office Wilmington, NC 28405- 3845
Phone (910) 395�3900 Customer Service 1-877-623-6748
FAX [phone] Internet: h2o.enr.state,nc.us
I\ionrthCarolina
,/l/,/) 4r,11i1,
An Equal Opportunity/Affirmative Action Employer — 50°% Recycled/10°% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 040836
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEIr"ENT PERMIT
OVERALL LOW DENSITY DEVELOPMENT
WITH ENGINEERED CONTROLS FOR POCKETS OF HIGH DENSITY
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
New Hanover County Airport Authority
Wilmington International Airport Master Stormwater Plan
New Hanover County
FOR THE
construction, operation and maintenance of an overall low density project with dry
detention ponds and grassed swales for treatment of the pockets of high density, as
determined by the Division, 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 November 24, 2014, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is for the Master Plan of development and is effective only with
respect as to how the stormwater from the Airport property will be treated prior to
discharge into surface waters, as described in the application and other
supporting data.
2. The proposed method of treatment for the designated pockets of high density is
extended dry detention basins with grassed swales to provide a minimum of 85%
TSS removal.
3. Specific stormwater control measures will be permitted on a case by case basis.
Design criteria for the proposed controls must be from the most recent version of
the stormwater rules. A permit application or permit modification must be
submitted and approved prior to development of any additional built -upon area
within the 1620.8 acre airport property.
4. In order to maintain overall low density, the 1620.8 acre airport tract will be
limited to no more than 486.2 acres of built -upon area. Currently, there are 260.6
acres of existing built -upon area, leaving 225.6 acres available for future
development. Development of projects within those areas determined to be high
density, or development which creates a pocket of high density, as determined
by the Division, must provide dry detention basins in combination with grassed
swales in accordance with the design criteria contained in the latest version of
the stormwater rules. At the point where the overall built -upon area exceeds the
limit of 486.2 acres, engineered controls will be required for all development that
has taken place to date.
Page 2 of 5

State Stormwater Management Systems
Permit No. SW8 040836
5. The engineering report received on October 26, 2004, and the modified plan
sheet #2 prepared by Talbert & Bright and received on November 8, 2004,
delineates the existing high density pockets. All new built -upon area or
redeveloped built -upon area within these pockets must be treated with an
extended dry detention basin and grassed swale. Maintenance activities such as
the repair or overlayment of runways are not redevelopment activities. The
Division shall determine which proposed activities are considered maintenance
and which are redevelopment, high density and low density.
6. The runoff from all built -upon area within the permitted future drainage areas of
the designated pockets of high density within this project must be directed into
the future permitted stormwater control systems.
7. There are no restrictions on the type of stormwater system that can be used at
this project. However, the shallow water table prohibits the use of infiltration
basins or trenches, and the FAA prohibits the use of engineered methods that
create a permanent pool of water.
8. If new impervious areas are proposed, which are located adjacent to or in the
same area as the delineated pre-1988 impervious areas, and which result in the
creation of a pocket of high density as determined by the Division, then all of the
runoff within that pocket of high density must be treated in a dry detention basin
system unless the runoff from the pre-1988 area can be separated from the new
area. If new built -upon area is proposed adjacent to or in the same area as
existing post-1988 built -upon area, and which result in the creation of a pocket of
high density, then all of the runoff within that pocket must be treated in a dry
detention basin system.
9. All low flow channels in the dry detention basins must be stabilized with rip rap.
Concrete channels are not allowed.
10. The bottom of any proposed extended dry detention basin must be at least 1'
above the seasonal high water table. All due diligence must be exercised to find
a suitable site that meets this requirement. If not, the system will not draw down
as intended and may result in a permanent pool of water, contrary to FAA
requirements.
11. The FAA has recommended that the plunge pool at the outlet structure of the dry
detention basin be eliminated. This will increase the potential for clogging of the
orifice, and will require a more frequent inspection schedule.
12. Projects submitted for approval under the low density option must demonstrate
compliance with the low density criteria described in the latest version of the
stormwater rules. Projects that have clustered built -upon area, collection
systems, or which do not provide for sheet flow across at least 30' of grassed
area will be considered high density.
II. SCHEDULE OF COMPLIANCE
1. Once approved, the permitted stormwater management system shall be
constructed in its entirety, vegetated and operational for its intended use prior to
the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. Access to the stormwater facilities for the purposes of inspection by DENR
personnel and maintenance by airport personnel shall be maintained at all times.
Page 3 of 5

State Stormwater Management Systems
Permit No. SW8 040836
4. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved Master plan concept,
the specifications, and other supporting data.
5. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system (dry detention basin and
grassed swaies) functions at optimum efficiency. The Operation and
Maintenance Plan must address the following items:
a. Monthly inspections. More frequent inspection will be required if there is
construction activity within the drainage area of the basin.
b. Sediment removal.
C. Mowing and revegetation of slopes. Woody vegetation must be removed.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of basin, outlet structure, orifice device,
catch basins, piping and swales.
g. Access to the outlet structure must be available at all times.
6. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date, the
condition of the facility, any problems, the name of person performing the work
and what preventative or corrective actions were taken.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of the permitted future 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. A
modification may be required for those deviations.
8. If the future stormwater system is 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.
9. 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 stormwater plans, including, but not limited to,
those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc., that has
an impact on the permitted stormwater facility.
b. Project name Change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease 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.
10. The permittee shall submit final site layout and grading plans for all future
development areas, to the Division prior to construction.
Page 4 of 5

State Stormwater Management Systems
Permit No. SW8 040836
11. 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.
12. 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.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee is responsible for compliance with all
permit conditions until the transfer is 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) having 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 permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility. DENR staff shall identify themselves and the
permittee shall provide an escort, as required by FAA requirements.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere on the plans, permanent seeding requirements for
the stormwater controls will follow the FAA Standard Specification for seeding,
mulching and erosion control where they do not conflict with the intent of the
North Carolina Erosion and Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 24th day of November 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 5

OFFICE USE ONLY
'�( ate Received
Feb Paid
Permit
f
yNumber
J
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Jon W. Rosborough, Airport Director
3. Mailing Address for person listed in item 2 above:
1740 Airport Blvd
City: Wilmington State: NC Zip: 2 R4 n5
Telephone Number: ( 910 ) 3 41- 4 3 3 3
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc):
Wilmington International Airport
Stormwater Master Plan
5. Location of Project (street address):
1740 Airport Blvd
City: Wilmington County: New HannvPr
6. Directions to project (from nearest major intersection):
Airport Blvd From N. 23rd St
7. Latitude: 3 4 ° -16 ' -14 " N Longitude: 7 7 - _ 5 4 1 _ q W of project
8. Contact person who can answer questions about the project:
Name: Eric Stumph Telephone Number: ( 910 ) 763- 5350
Talbert & Bright and Julie Wilsey, Deputy Director
Wilmington International Airport
II. PERMIT INFORMATION: (910) 3 41- 4 3 3 3
1. Specify whether project is (check one): 3 New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
_Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major _C Sedimentation/Erosion Control _404/401 Permit X 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.
The i5roposed Roadway will be crowned allowing stnrmwatPr to Rheet
flow into either new-grasslin d swal a jacent to the road nr
ex4:sting gra s Gwal.a Stormwater will flow through these swales
to its histor c outfall pint
2. Stormwater runoff om this project d uns to ifie Cane Fear River basin.
3. Total Project Area: 1 6 9 Q 8__-acres 4. Project Built Upon Area: 16. 1 %
5. How many drainage areas 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.
TJrairtage AcPa 1
i) �.4r�age A.'rea l
Receiving Stream Name
Receiving Stream Class
S W
Drainage Area
1620'.8 acres
Existing Impervious* Area
260.6 acres 11 3 51
, 7 3 6 SF)
Proposed Impervious*Area
2 acres 7 12 0 S
% Impervious* Area (total)
16 2
RAW
On -site Buildings
NELVP
On -site Streets
On -site Parking
On -site Sidewalks
Other on -site
Off -site
Total:
Total:
* 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

Wilmington International Airport
Stormwater Master Plan
Drainage Areas - Impervious Surfacing
Drainage Area
Number
Totai Area -
Acres
Existing
Impervious
Area - Acres
lExisting%
Impervious
1
8.2
1.9
23%
2
11.4
1.0
9%
3
115.1
9.7
8%
4
62.6
15.9
25%
5
53.9
3.5
6%
6
122.7
57.3
47%
7
57.5
17.6
31 %
8
121.6
22.1
18%
9
59.3
12.4
21 %
10
189.9
40.7
21 %
11
102.9
3.2
3%
12
90.7
16.9
19%
13
207.0
46.0
22%
14
66.4
1.4
2%
15
63.21
3.0
5%
16
288.61
8.1
3%
Total, Existing
1620.81
260.E
16%
FUTURE: 1620.8 486.2 30%
Note: Area 16 represents airport land along Smith Creek below areas 3,4,5,6,7 and 8.

Wilmington International Airport
Stormwater Master Plan
Low Density Areas
Two Areas are proposed as Low Density areas.
"Low Density Stormwater management Area" - This area is cross hatched on Plan Sheet EX1.0.
Total Area:
1100
Acres
Existing Impervious Area
150
Acres
Existing Percent Impervious
14%
Maximum Additional Impervious Surfacing
180
Acres
Maximum % Impervious
30%
Drainage Area 9 - This area is depicted om Plan Sheet DA9.
Total Area:
59.3
Acres
Existing Impervious Area
12.4
Acres
Existing Percent Impervious
21 %
Future Impervious Surfacing Near Term
12.8
Acres
Future % Impervious
22%

7. How was the off -site impervious area listed above derived?- All -areas derived from
available mapping and aerial photography
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
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.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater-control system shall. be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
✓Form SWU-104
Low Density Supplement
Form S vb'U-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.
• 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 ,V/1f
- Dimensioned property/project boundary Or 2),,v6)J'/0'J`b
- 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 Wetlands delineat.idn not
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations' -available
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Eric M.. Stumph, P.E.
Designated agent (individual or firm): Talbert & Bright. Inc.
Mailing Address: 4 810 Shelley Drive
City: Wilmington State: NC Zip: 284Q3
Phone: ( 910 ) 763-5350 Fax: ( 910 ) 762-6281
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) J on W . Ro sb orou gh
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 .100
Signature: --, Date: ?—/—
Form SWU-101 Version 3.99 Page 4 of 4

OFFIU USE ONLY
Date Received
Fee Paid
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. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
New Hanover County Airport Authoritv
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Jon W. Rosborough, Airport Director
3. Mailing Address for person listed in item 2 above:
1740 Airport Blvd
City: Wilmington State: NC Zip: 2 R4 05
Telephone Number: ( 910 ) 3 41- 4 3 3 3
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Wilmington International Airport
5tormwater Master Plan
5. Location of Project (street address):
1740 Airport Blvd
City: Wilmington
6. Directions to project (from nearest major intersection):
Airport Blvd From N. 2 rd St.
County: New Hanover
7. Latitude: 3 4 ° -16 ' -14 " N Longitude: 7 7 0 - 5 4 1 - 09 W of project
8. Contact person who can answer questions about the project:
Name: Eric S tumnh Telephone Number: ( 910 ) 7 6 3 - 53 5 0
Talbert & Bright and Julie Wilsey, Deputy Director
Wilmington International Airport
II. PERMIT INFORMATION: (910) 3 41- 4 3 3 3
1. Specify whether project is (check one): _ New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one): .
_Low Density High Density Redevelop General Permit Other
4, additional Project Requirements (check applicable blanks):
_CAMA Major -X Sedimentation/Erosion Control _404/401 Permit X 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 .
The bronosed Roadway will be crowned allowing stnrmwatcr to chant
flow into either n w--grassl;ned swalPa adjacent to the rnad or
xj�c in morass wal PG Stnrm aatcr- will fl nWthrQtLgh then-e swa1P-q
to its histo c outfall int
2. Stormwater runok om this project d amns to tfie Cage Fear River basin.
3. Total Project Area: 1 6 2 0 $ acres
5. How many drainage areas does the project have?
4. Project Built Upon Area: 16 - -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 lnfcarmatiori :-
-
Area 1
- Min—
-- -- -''
Draina c.Arc t G
g.
-- _ -`- -
Receiving�
Stream Name
Receiving Stream Class
S W
Drainage Area
1620".8 acres
Existing Impervious' Area
260.6 a c u e.s 11 3 51
7 3 6 SF)
Proposed Impervious''Area J
2 acres (87.120 S
% Impervious! Area (total) 1
16 2
Impervious* Surface Area
On -site Buildings -
; Drainage ..
-- l
On -site Streets
On -site Parking
On -site Sidewalks
Other on -site
Off -site
Total: I
Total:
imperious 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? All areas derived from
available mapping and aerial photography
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
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.
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. Allpermitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
I-"' 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.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• 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 IV/If
Dimensioned property/project boundary A/or Di►WO?oIJ6T� -
Location map with named streets or NCSR numbers t
- 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 Wetlands delineation not
-Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations available
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Eric M. Stumph, P.E.
Designated agent (individual or firm): Talbert & Bright. Inc
Mailing Address: 4 810 Shelley Drive
City: Wilmington State: NC Zip:
Phone: ( 910 1 763-5350
VIIL APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2) Jon W . Rosborough
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 .100
Signature, Date: ',iU
Form SWU-101 Version 3.99 Page 4 of 4

Wilmington International Airport
Stormwater Master Plan
Drainage Areas - Impervious Surfacing
Drainage Area
Number
Total Area -
Acres
Existing
Impervious
Area -Acres
Existing %
Impervious
1
8.2
1.9
23%
2
11.4
1.0
9%
3
115.1
9.7
.8%
4
62.6
15.9
25%
5
53.9
3.5
6%
6
122.7
57.3
47%
7
57.5
17.6
31 %
8
121.6
22.1
18%
9
59.3
12.4
21 %
10
189.9
40.7
21 %
11
102.9
3.2
3%
12
90.7
16.9
19%
13
207.0
46.0
22%
14
66.4
1.4
2%
15
63.2
3.0
5%
16
288.6
8.1
3%
Total, Existing
1620.8
260.E
16%
FUTURE: 1620.8 486.2 30%
/�?rM
� f
1 1
Note: Area 16 represents airport land along Smith Creek below areas 3,4,5,6,7 and 8.

Wilmington International Airport
Stormwater Master Plan
Low Density Areas
Two Areas are proposed as Love Density areas.
"Low Density Stormwater management Area" - This area is cross hatched on Plan Sheet EX1.0.
Total Area:
1100
Acres
Existing Impervious Area
150
Acres
Existing Percent Impervious
14%
Maximum Additional Impervious Surfacing
180
Acres
Maximum % Impervious
30%
Drainage Area 9 - This area is depicted om Plan Sheet DA9.
Total Area:
59.3
Acres
Existing Impervious Area
12.4
Acres
Existing Percent Impervious
21 %
Future Impervious Surfacing Near Term
12.8
Acres
Future % Impervious
22%

ILM
Airport Authority
Carter T. Lambeth
Chairman
E.L. Mathews, Jr.
Vice -Chairman
Paul G. Burton
Secretary
Robert S. Rippy
Harry W. Stovall, III
Airport Director
Jon W. Rosborough
� CEIVED
19 November 2004 9 2004
Mr. Rick Shiver, Regional Supervisor ;g
North Carolina Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: ILM State Stormwater Management Permit No. SW8 040836
Dear Mr. Shiver:
Thank you and your staff for your review of our Stormwater Management Permit
Application and providing us with a timely response enabling us to satisfactorily meet
our construction timeline and notice to proceed on some very important projects at
ILM. I am also grateful to you and your staff, and in particular, Ms. Linda Lewis for
allowing us the opportunity to review the specific language of our permit prior to its
formal implementation date.
I, members of my management team and members of Talbert & Bright team have
reviewed this document and concur with most of the specified conditions and
limitations listed in the permit. There are a few areas where we have some need for
clarification and respectfully submit the following information for your review and
consideration for inclusion in the final specified conditions and limitations of our
permit. I am addressing only those few areas that we ask you to reconsider.
DESIGN STANDARDS
6. Clarification: We concur but want to confirm that the overlay or rehabilitation
of existing pavement, such as rwy 6/24 does not constitute "redevelopment"
unless there is a net increase in impervious surface.
7. Clarification: We are uncertain what this paragraph is requiring. Can you
please provide us with more specific clarification?
SCHEDULE OF COMPLIANCE
3. Clarification: Access by whom, our staff access or public access? There are
very rigid FAA security requirements limiting access to -the airside of our
property. We would have to provide the "public" with a security escort and we
cannot guarantee access "at all times" due to our other responsibilities. We
would certainly make every effort to accommodate as requested.
6. Clarification: Can you please provide us where we can reference this in the
regulation in order for us to ascertain what specific activities must be kept and
1740 Airport Boulevard • Wilmington, NC 28405 • Phone: [phone] • Fax: [phone] • wwwfMIm.com

?) I
for how long? This can be very labor intensive and we want to insure that we
do what is expected.
7. Clarification: We assume that this requirement applies to individual projects
and not the entire master plan.
9 Clarification: We assume that the ,language in this requirement applies only to
construction permits.
GENERAL, CONDITIONS
4. Suggestion: We concur with this overall but ask for language that would allow
ILM to take immediate corrective action to the extent practical and/or to
develop a corrective action plan and implementation schedule.
5. Clarification: We concur but as recommended in #3 under Schedule of
Compliance above due to security regulations.
7. Suggestion: We suggest that you add the following to this paragraph: ----
Design Manual "or the FAA Standard Specifications for seeding, mulching and
erosion control where they do not conflict with the intent of the NC Erosion
and Sediment Control Planning and Design Manual."
Other than these clarifications and/or suggestions we concur with the remaining
language in the permit. Thank you for your clarification and consideration to these
suggestions. And thank you again for your timely response.
Sincerely, �r '
Jon . Rosborough
Airport Director
JWR/Jj
cc: Steve Bright
Julie Wilsey
Carter Lambeth
1740 Airport Boulevard • Wilmington, NC 28405 • Phone: [phone] Fax: [phone] • wwwflyilm.com

November 8, 2004
Ms. Linda Lewis
Environmental Engineer
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Wilmington International Airport
Stormwater Master Plan
NCDENR Stormwater Project No. SW8 040836 NOV 0 8 2004
AT 3-37-0084-30
TBI No. 3301-0305
Dear Linda:
This will respond to your letter of November 1, 2004 requesting additional information regarding the
referenced project. A copy of your letter is enclosed for ready reference. Responses are numbered to
correspond with the comments in your letter.
i . The New Hanover County Airport Authority is prepared to accept a master plan permit
condition requiring that extended dry detention facilities and/or other appropriate controls be
permitted and constructed prior to or concurrently with any proj ect determined to represent a
pocket of high density development. Based on our conversation last week, we understand
that such a condition is consistent with your request relative to a timeline for construction of
future dry detention basins. We have prepared new plan sheet No. 2 for the Stormwater
Master Plan set, which depicts existing pockets of high density development on airport
property. The limits of those pockets are based on our discussions. The plan sheet also
depicts existing built -upon surfaces, broken down between those developed prior to
implementation of the North Carolina Stormwater Rules and those developed since
implementation. We understand that any construction project outside the existing high
density pockets will be permitted as either low density or high density, depending on the
nature of the project. Development within the existing high density pockets will be permitted
under the high density provisions. For those projects, it is our understanding that if the
runoff from new or expanded built -upon surfaces is handled separately from runoff from
existing built -upon surfaces, only the runoff from the new or expanded areas must be treated.
From our discussions, we understand that if the runoff from new and existing built -upon
surfaces is combined, treatment will be required for the entire combined runoff.
2. Concrete lined low flow channels were included in the Plan as they are considered to be more
ENGINEERING & PLANNING CONSULTANTS
WWW.TALBEP,TANDBRIGHT.COM
4810 SHELLEY DRIVE WILMINGTON, NC 28405 910.763.5350 FAX [phone]
WILMINGTON, NORTH CAROLINA • CHARLOTTE. NORTH CAROLINA • RICHMOND, VIRGINIA

Ms Linda Lewis
Page 2
readily maintained in a condition which minimizes shallow standing water. Having reviewed
the matter with airport officials, we will revise all references to the low flow channel to
reflect rip rap lining in lieu of a concrete lining, as per your request.
3. We understand that the sample computations included in the technical appendix are not
necessary to the issuance of a stormwater master plan permit. The computations were
necessary to the overall scope and feasibility of the stormwater planning effort. The
discussion regarding the "grandfather" status of the extended dry detention basin BMP and
the guidance relative to future design submittals have been noted for future reference.
4. We will revise the term "high density threshold" to read "low density threshold."
S. We take note of your recommendations regarding the separation between the bottom of dry
detention basins and the seasonal high water table in the basin vicinity.
6. The shaded areas shown on plan sheet PR1.1 represent the approximate drainage areas
tributary to the proposed extended dry detention basins. The Plan was developed to address
the potential that much of the shaded area may ultimately be subject to high density
development. However, the shaded areas are not intended to be formally designated high
density pockets. It is possible that low density projects may occur in those areas in the
interim before significant levels of high density development takes place. Most of Drainage
Area 13 is included in the shaded area, with the exception of certain areas which are not
expected to be redeveloped at a greater density than currently exists. We understand that a
proposed hangar facility expansion located in Drainage Area 9 has been determined to result
in a high density pocket, if developed as proposed. It is not clear whether the affected tenant
will pursue the project under the high density provisions. We do not feel it is appropriate to
designate the area as a high density pocket on the master plan; such designation is dependent
on the detailed layout of any development proposal in that general vicinity.
7. In developing the layout of the proposed extended dry detention basins, we have attempted to
maximize the flow distance from each inflow point to the low flow outlet control structure.
The shortest flow line, located in extended dry detention basin No. 2, is over 300 feet.
Multiple outlet structures were used for runoff events which exceed the water quality design
storm of 1" of rainfall. The multiple outlet devices distribute the attenuated outflow from the
larger storms to the, various historic discharge points in the vicinity of each basin.
8. The project wildlife review letter included as Appendix D to the report specifically
recommends that the small permanent pool located at the dry detention basin outlet structure
be minimized or eliminated. We have considered clogging potential in developing the
conceptual design details. We propose to avoid use of a small permanent pool. This may

Ms Linda Lewis
Page
require more frequent maintenance activities. If maintenance issues prove severe, a small
pool can be retrofit as a last resort, necessitating increased wildlife monitoring.
Once you have had the chance to review these responses to your comments, we will be happy to
prepare the appropriate final revisions to the Plan documents.
We trust that this response will represent a complete application.
Please call if you have any questions.
Sincerely,
Eric M. Stumph, P.E.
Enclosures
c: Ms Julie Wilsey (w/enc.)
Mr. Rusty Nealis (w/enc.)
Mr. Lamar Sylvester (w/enc.)

�QF WArF9p Michael F. Easley, Governor
�G G William G. Ross, Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
November 1; 2004
Mr. Jon Rosborough, Director
New Hanover County Airport Authority
1740 Airport Boulevard
Wilmington, NC 28405
Subject: Request for Additional Information
Stormwater Project No. SW8 040836
Wilmington International Airport Master Stormwater Plan
New Hanover County
Dear Mr. Rosborough:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Wilmington International Airport Master Stormwater Plan on August 24, 2004. At the request of
the Division of Water Quality, the permit was changed to an Express application, with a
scheduled review date of October 26, 2004. 1 have today completed the review of this large,
complex project. A preliminary review of that information has determined that the application is
not complete. The following Information is needed to continue the stormwater review:
1. A timeline for the construction of any of the future dry detention basins will be required
in the permit. Please be advised that the stormwater controls must be constructed
prior to construction of the built -upon area associated with any new project that is
determined to be a pocket of high density or any new project within the designated
high density area.
2. Please revise the concrete lined low flow channel to rip rap, which will promote
infiltration of some of the runoff through the bottom of the basin, as is the intent of the
dry detention design.
3. Example calculations are not necessary. The design criteria in effect at the time the
individual permits are applied for will be used. However, should the use of dry
detention basins be banned in the future, the Division will honor the Master Plan
Permit for their use at the airport due to the increased wildlife strike potential of other
control measures, unless an equivalent alternative method is available. For future
permits, and to save time, I would prefer that the calculations be summarized and
page numbers referenced regarding the specifics of the design such as design storm;
outlet option; required volume; how It was determined that the design volume has
been provided in the proposed system; how the sediment storage volume was
calculated, how the sediment storage level was determined; and how the orifice was
sized to achieve the correct drawdown. A table of elevations, areas and volumes from
the bottom of the basin to the storage elevation will be most helpful.
4. At the top of page 14 of the report, there appears to be a typo. The first sentence
currently reads, "... overall built -upon area density in excess of the high density
threshold would be required to hold a high density master plan permit. " The italicized
"high" should be changed to read "low".
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet h2o.enr.state.nc.us
An Equal Opportunity/Affirmative Action Employer — 50% Recycled/10% Post Consumer Paper
WorirCffiCarolina
NatundY

5. A minimum separation of 1' must be provided between the bottom of the dry detention
basin and the Seasonal High Water Table. Care should be exercised when selecting
sites for dry detention to provide the greatest water table separation possible. Without
at least 1' of separation, the basin will probably keep a shallow permanent pool and
not draw down quickly enough, contrary to FAA requirements.
6. In addition to those areas identified as a pocket of high density on Sheet PR1.1,
please add that part of Area 13 that is slated for business park development or
redevelopment and Area 9. These areas exhibit clustered built -upon area and a piped
collection system and will be required to provide treatment when the next project
within these areas is proposed.
7. The relative position of inlet to outlet is important. Incoming runoff should enter at one
end and the outlet structure should be positioned at the other. Shortcircuiting can be a
problem with multiple inlets, some immediately adjacent the outlet structrure.
Additionally, you have proposed both a primary outlet and a secondary outlet.
8. Please work on the details of the dry detention typical section and low flow outlet
structures. It appears that the sediment will be allowed to accumulate over the outlet
pipe causing potential clogging. Per the BMP manual, please specify a small plunge
pool below the 24" RCP to keep it from clogging over with accumulated sediment.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to November 8, 2004, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:\W(JS\STORMWAnADDINFOl2004\040836master.nov04
cc: Eric Stumph, P.E., Talbert & Bright
Linda Lewis

...La j:+4d
October 26, 2004�
Ms. Linda Lewis 04kj�
Environmental Engineer
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Wilmington International Airport OCT 2 6 2004
Stormwater Master Plan
AIP 3-37-0084-30
TBI No. 3301-0305
Dear Linda:
Enclosed for your review are supplemental materials for your review of the Stormwater Master Plan for the
Wilmington International Airport. The materials reflect the items discussed at the project meeting of
October 19, 2004. Enclosures are as follows (two copies each):
0 Revised report.
0 Revised plan sheets.
0 Revised application form.
0 Revised Low Density Supplement.
0 New Extended Dry Detention Basin Supplements.
These materials reflect the key concepts discussed at the October 19 meeting, including a low density
master plan permit, a 30% maximum overall built -upon area and pockets of high density development.
Please call me if you have any questions or need additional information.
Sincerely,
Eric M.S. , . ,E.
Enclosures E
c: Ms Julie Wilsey (w/enc.) 0 C 1 2 6 M4
Mr. Rusty Nealis (w/enc.)
Mr. Lamar Sylvester (w/enc.)
ENGINEERING & PLANNING CONSULTANTS
WWWTALBERTANDBRIGHT.COM
4810 SHELLEY DRIVE WILMINGTON, NC 28405 910.763.5350 FAX [phone]
WILMINGTON, NORTH CAROLINA • CHARLOTTE. NORTH CAROLINA • RICHMOND, VIRGINIA

To:
From: Linda Lewis
MEMORANDUM
Valery Stephens
A(P
Date: October 20, 2004
Subject: Application Fee Refund
Project Name: Now ".F. _e
Project Number: SW8 040836
New Hanover County
Dear Valerie:
Please refund $420.00 to the below named person. The nature of the project
modification did not require the $420.00 fee submitted.
Check Number:
8590
Deposit Number:
133053
Deposit Date:
09-24-2004
Please make the check payable to and send to:
W. Stephen Bright
Talbett & Bright, ii�c.
4810 Shelley Drive
Wilmington, NC 28405
Federal Tax ID Number: 56-1654376
Thank you for your speedy response.
RSS/sks: S:IWQSISTORMWATIREFUND1040836.oct04
cc: Julie Wilsey
Linda Lewis
Wilmington Regional Office
Central Files

WILMINGTON INTERNATIONAL AIRPORT
Wilmington, ITC
ENGINEERING REPORT
RECEIVED
00 2 6 2004
DWQ
PROJ #
APPROVED kO�
�e
NORTH CARO,INA ENVIRONMENTIk,
WWAGEMENT COMMI'S�S��IO�N��e
DIVISIONnjF WATER QuAUTY"
►,►►►ssauuarrrr��
O� GAS Z �p
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oF�SSrd,9 =
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02 4 :� o
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a
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Stormwater_ Master Plan
+ PREPARED :FOR:
New Hanover County Airport Authority
Wilmington, North Carolina
In ooperation With:
-FEDERAL ANTIA"i".s N ADMINISTRATION
.DTP 3-37-0084-30
and
N01M-1 CA. -OLINA DEPARTMENT OF
TRANSPORTAIJON DIVISION OF AVIATION

Wilmington International Airport (ILM) J�
Stormwater Master Plan
Table of Contents
ExecutiveSummary ............................................................................................ 1
Report
I.
Purpose.................................................................................................
3
II.
Site Description....................................................................................
3
III.
Existing Drainage Patterns..................................................................
5
IV.
Airport Development and Redevelopment ..........................................
11
V.
North Carolina Stormwater Rules .......................................................
12
VI.
New Hanover County Storm Water Management Ordinance ..............
15
VII.
Wildlife Hazard Considerations...........................................................
15
VIII.
Best Management Practices................................................................
16
D(.
Proposed BMP Design Criteria............................................................
17
X.
Proposed Stormwater Management Concepts ...................................
18
XI.
Methodology........................................................................................
23
XII.
Implementation of Stormwater Controls ............................................
24
XIII.
Alternative Solutions and Plan Modification ........................................
25
Figures
• Fig. 1 - Vicinity Map
• Table 1 - Soils
• EX 1.0 - Existing Conditions Overall Map (Half Size Plan)
• PR 1.1 - Stormwater Management - Centralized Concept (Half Size Plan)
• PR 1.2 - Stormwater Management - Distributed Concept (Half Size Plan)
• PH 1.1 - Stormwater Management - Distributed Concept Phasing (Half Size
Plan)
ARRendices
A. 15A NCAC 021-1.1000 NC Stormwater Rules
B. New Hanover County Stormwater Ordinance
C. FAA AC 150/5200-33A, "Hazardous Wildlife Attractions on or Near Airports"
D. USDA Wildlife Services Letter Report Dated June 4, 2004
E. NCDENR Stormwater BMP Manual (Excerpts)
F. Cost Opinions
Full Size Plans (Bound Separately)
Technical Appendix (Bound Separately)
• Computations
TOC-

Wilmington In terra tional Airport (ILM)
Stormwater Master Plan
Executive Summary
This Stormwater Master Plan has been developed for the Wilmington International
Airport, Wilmington, North Carolina. Preparation of the Plan was requested by the
Wilmington office of the North Carolina Department of Environment and Natural
Resources (NCDENR), pursuant to the North Carolina Stormwater Management
Rules (15A NCAC 02H.1000). Development of the Plan has been funded by the
Federal Aviation Administration (FAA).
The Stormwater Master Plan is a planning tool for providing stormwater
management infrastructure in support of anticipated development activities on
airport property. Extended dry detention basins and grassed swales are proposed
to address the stormwater quality requirements of the NC Rules for areas of "High
Density" development at the airport. "High Density" development is expected to be
concentrated on the west side of the airport, with an overall density of up to 65%
built -upon surface in that area. The extended dry detention basins will also serve
to address the peak flow attenuation criteria in the New Hanover County Storm
Water Management Ordinance.
New stormwater conveyance pipelines are proposed to address the capacity and
depth limitations of the existing stormwater infrastructure on the west side of the
airport. The proposed conveyance pipelines and extended dry detention basins will
allow positive drainage of all airport stormwater away from the Wildcat Branch
drainage system, which drains the Heritage Park neighborhood located on the west
side of Blue Clay Road. Heritage Park suffers frequent nuisance flooding and
occasional structural flooding. The tributary area to another marginal drainage
system farther south along Blue Clay Road will be reduced. All diverted Stormwater
from these areas will be conveyed to Smith Creek via existing outfalls located on
airport property.
The current overall density of built -upon area on airport property is approximately
16%, which is well under the 30% upper limit for "Low Density" under the North
Carolina Stormwater Management Rules. The overall built -upon area on the airport
property is expected to remain well below the 30% threshold level for the
Page-1

Wilmington International Airport(ILM) )1-01 (k,
Stormwater Master Plan
foreseeable future. NCDENR officials have suggested a Stormwater Master Plan
permit concept that designates the airport as a low density facility with pockets of
high density development, until such time as the overall built -upon density exceeds
30%.
Wildlife hazard issues have been considered in preparation of the Plan. In addition
to a careful review of FAA Advisory Circular 150/5200-33A, "Hazardous Wildlife
Attractants On or Near Airports," which was revised by FAA during the course of
Plan preparation, the USDA Wildlife Services was consulted to interpret the FAA
I criteria in the context of local conditions. Wildlife Services has advised that the
Advisory Circular guidelines are applicable at the Wilmington International Airport
and recommends the use of extended dry detention basins and grassed swales
rather than wet detention basins at the airport. Design criteria for extended dry
detention basins and grassed swales on airport property are proposed, derived
from NCDENR design guides and the requirements of the Wildlife Advisory Circular.
Two stormwater management concepts have been developed for the west side of
the airport. The "centralized" stormwater management concept involves using two
large extended dry detention facilities to serve the development areas on the west
side of the airport. The "distributed" stormwater management concept involves
using multiple smaller extended dry detention basins throughout the area. The
two concepts represent the probable range in size and number of extended dry
detention basin BMP's which may be implemented in support of high density
developments at the airport.
Cost opinions have been prepared for the two stormwater management concepts.
A. phasing plan has been developed for the distributed concept, which
demonstrates the potential for incremental construction of the proposed
improvements, geared to the pace of development.
The airport has initiated financial planning efforts with respect to implementation of
this Plan. The airport seeks NCDENR concurrence with the stormwater
management concepts presented in this plan.
f
Page-2

Wilmington International Airport ILM
Stormwater Master Plan
I. Purpose
This Stormwater Management Plan has been developed for the Wilmington
International Airport on behalf of the New Hanover County Airport Authority. The
Plan provides guidance on stormwater management infrastructure improvements in
support of development projects at the airport. A key objective of the Plan is to
address the North Carolina Stormwater Management rules (15A NCAC 02H.1000)
administered by the North Carolina Department of Environment and Natural
Resources, Division of Water Quality (NCDENR). A copy of these rules is included in
Appendix A. The Plan also considers the following:
■ New Hanover County Storm Water Management Ordinance (see Appendix
B).
■ FAA Advisory Circular 150/5200-33A, Hazardous WI/d/ife Attractants On or
NearAirporls (see Appendix C).
The practical application of the Plan is to provide a technical framework for
processing future NCDENR stormwater permits for individual development projects
on airport property. Another objective of the Plan is to provide conceptual design
of improvements to the stormwater conveyance infrastructure serving the westerly
portion of airport property.
This Stormwater Master Plan consists of this report, a set of plans depicting
existing conditions and the conceptual design of proposed stormwater
infrastructure improvements and a technical appendix containing supporting
computations. Selected plan sheets have been reproduced at half size and bound
into this report under the "Figures" tab for ready reference.
TL Site Description
The Wilmington International Airport is located in southeastern North Carolina,
north of Wilmington in an unincorporated area of New Hanover County. Refer to
Page-3

Wilmington International Airport (ILM)
Stormwater Master Plan
r Figure 1. The airport is owned and operated by the New Hanover County Airport
Authority. Airport property lies within an area bounded by the Martin Luther King
,i Jr. Parkway, 23ro Street, Blue Clay Road, and North Kerr Avenue. The airport
` property encompasses over 1,600 acres. This Plan covers the entire airport
property. Various adjoining parcels sharing common hydrology with airport
property have been included in the planning efforts. Existing conditions and
drainage infrastructure on and surrounding airport property are shown on full size
plan sheets EX1.0 through EX 1.5. Sheet EX1.0 is included at half scale under the
"Figures" tab of this report.
The majority of airport property drains to Smith Creek, a tidal tributary of the
Northeast Cape Fear River. A small area of airport property drains to Wildcat
Branch, another tributary of the Northeast Cape Fear River.
The Wilmington International Airport site has been used for aviation since the
1930's. During World War II, the site was requisitioned by the federal government
for use as an army airfield. Much of the current airport infrastructure (including
stormwater infrastructure) dates back to World War II era construction.
Soils at the airport include fine sands, silts, and clays which range from well -
drained to poorly drained. Table 1 (included under the "Figures" tab) lists soil
associations found at the airport.
Existing airport stormwater infrastructure includes a series of extensive closed
(pipe and inlet) drainage systems, open channels, pipe culverts, and two
stormwater management basins. Much of the drainage pipe serving airside (aircraft
operating) areas has been rehabilitated over the past five years. These pipe
systems are generally in good condition and adequately sized.
The closed system serving the "land side" of the airline terminal complex is in
generally good working condition, and adequately sized. By contrast, the system
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of open channels, culverts, and smaller closed systems which drains the remainder
of the western portion of airport property is generally in poor condition and of
limited capacity. This area is currently sparsely developed and will require
significant stormwater infrastructure improvements to accommodate future
development.
Two existing stormwater management basins were constructed on the airport
during development of the airline terminal complex in the late 1980's. One is a
small wet basin located near the Runway 6 approach. The tributary area to that
basin is mostly unpaved. The other existing basin, located south of Runway 6-24, is
larger and features a shallow permanent pool. The tributary area to that basin is
moderately developed. Refer to plan sheets EX1.0 and EX1.4.
III. Existing Drainage Patterns
The airport property has been divided into 15 drainage sub -basins, corresponding
to 15 points at which concentrated stormwater is discharged from the airport
drainage system. These drainage sub -basins and discharge points are depicted on
Plan Sheets EX1.0 through EX1.5. A description of each sub -basin follows:
Sub -Basin 1
Sub -basin 1 is located in the northerly quadrant of the intersection of Airport
Boulevard and North 23ro Street. This small (3.7 acres) sub -basin drains via a 24"
culvert under 23'd Street. Existing ground cover includes roadway pavement and a
large grassy area.
Sub -Basin 2
Sub -basin 2 is located in the southerly quadrant of the intersection of Airport
Boulevard and North 23'd Street. T his small (10.5 acres) sub -basin drains via two
culverts (18" and 24'1 under 23ro Street. Existing ground cover includes roadway
pavement and large expanses of grass and woods.
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Sub -Basin 3
Slab -basin 3 encompasses 114 acres extending from the intersection of Gardner
Drive and Trask Drive to a point south of the intersection of Gardner Drive and
Airport Boulevard. Existing ground cover in this sub -basin includes large areas of
grass, wooded areas and several airport and leasehold buildings and associated
parking areas. Most of the sub -basin drains via shallow open channels to a closed
pipe system constructed during World War II. This closed pipe system drained a
runway and associated taxiways which have since been removed. Airport
Boulevard follows the alignment of the old runway, much of which remains intact
east of the airline terminal complex. Except for a length of 42" diameter pipe
replaced during construction of Airport Boulevard, the pipe system is believed to be
in poor condition. Numerous sink holes along the pipe runs provide evidence of
leaking pipe joints. This condition has been found in many of the old storm
pipelines on the airfield. The existing pipeline, plus an additional shallow 18"
diameter pipeline under Airport Boulevard, is adequately sized to handle the runoff
from the sub -basin in its current condition, but is not adequate to drain the same
area in a densely developed condition. System improvements should be
undertaken in support of any significant development or redevelopment activity in
the sub -basin.
The outfall of sub -basin 3 is an existing open channel, more than 2,000 feet in
length, which passes through a densely wooded area enroute to Smith Creek. The
channel passes through a 36" culvert located adjacent to the airport sewer pump
station.
Sub -Basin 4
Sub -basin 4 comprises most of the land side of the airline terminal complex. The
63 acre sub -basin includes significant amounts of impervious surface (roadways,
parking lots, roofs, pedestrian areas), but also includes large grassy open spaces.
The sub -basin is drained by a large closed pipe system constructed for the terminal
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r complex in the late 1980's. The system is generally of adequate capacity and is
generally in good condition, with the exception of a few World War II era pipeline
segments incorporated in the system. The outfall of sub -basin 4 is an existing
open channel, more than 1,500 feet in length, which passes through a densely
wooded area enroute to Smith Creek.
Sub -Basin 5
Sub -basin 5 comprises 25 acres located between the airline terminal building and
the approach to Runway 6. The sub -basin includes both impervious surfacing and
grassy open space. The sub -basin features a small wet detention basin
constructed in the late 1980's as part of the airline terminal complex. The sub -
basin outfalls through an open channel to Smith Creek.
Sub -Basin 6
Sub -basin 6 comprises 121 acres, including portions of the airline terminal complex
and the west side general aviation area, as well as airfield pavement and grassy
areas adjacent to Runway 6-24. The area is drained by a large closed pipe system
which is a combination of World War II era pipe segments and newer segments.
Many of the older pipe segments in this system have been rehabilitated over the
last 5 years to address severe joint leakage and consequent subsurface soil
erosion. The system is generally of adequate capacity to serve its tributary area.
Sub -basin 6 drains to an existing wet detention basin before discharging via a twin
48" culvert to an open channel more than 700 feet in length, passing through a
densely wooded area enroute to Smith Creek.
Sub -Basin 7
Sub -basin 7 comprises 68 acres, which includes airfield pavement and grassy areas
adjacent to both runways. The sub -basin is drained by a closed pipe system which
is of adequate capacity. luny of the older pipe segments in this system have been
rehabilitated over the last 5 years to address severe joint leakage and consequent
subsurface soil erosion. Sub -basin 6 outlets to an open channel more than 700
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feet in length, passing through a densely wooded area enroute to Smith Creek.
Sub -Basin 8
Sub -basin 8 comprises 120 acres located in the southeasterly quadrant of the
airport. The sub -basin includes the south side general aviation area, the FAA
airport traffic control tower facility and the Army National Guard facility. Sub -basin
8 includes large areas of impervious surfacing, grassy open space and wooded
areas. Sub -basin 8 is drained by closed pipe systems, swales and culverts, with
several outfalls to the vast forested wetlands along Smith Creek. The sub -basin
has been further subdivided into five smaller areas (8a through 8e), representing
the various outfalls. Sub -basin 8a is drained by a closed pipe system, which is of
adequate capacity. Many of the older pipe segments in this system have been
rehabilitated over the last 5 years to address severe joint leakage and consequent
subsurface soil erosion.
Sub -Basin 9
Sub -basin 9 comprises 59 acres on the east side of the airport. It includes airfield
pavement, aircraft hangars and grassy areas. Sub -basin 9 is drained by two closed
pipe systems which are generally of adequate capacity. Many of the older pipe
segments in this system have been rehabilitated over the last 5 years to address
severe joint leakage and consequent subsurface soil erosion. The sub -basin drains
via a 30" culvert under North Kerr Avenue.
Sub -Basin 10
Sub -basin 10 comprises 209 acres on the east side of the airfield. The sub -basin
includes airfield pavement and large areas of grassy open space. The lower
reaches of the sub -basin are wooded. The sub -basin is drained by closed pipe
systems, swales and culverts. A tributary of Smith Creek, sometimes known as
Acorn Branch, passes through the sub -basin via triple barrel culverts under Taxiway
B and Runway 6-24. The sub -basin, and Acorn Branch, drain via a triple 72"
culvert under North Kerr Avenue.
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The pipe systems in sub -basin 10 are generally of adequate capacity for existing
conditions. Many of the older pipe segments in these systems have been
rehabilitated over the last 5 years to address severe joint leakage and consequent
subsurface soil erosion.
Sub -Basin 11
Sub -basin 11 comprises 103 acres located in the northeasterly quadrant of the
airport. The sub -basin is primarily grassy open space, plus a small area of airfield
pavement. The sub -basin drains via swales to a 42" culvert under North Kerr
Avenue.
Sub -Basin 12
Sub -basin 12 comprises 91 acres located in the central portion of the airfield.
Existing ground cover includes airfield pavement and large areas of grassy open
space. The sub -basin is drained by a closed pipe system, which is generally of
adequate capacity. Many of the older pipe segments in this system have been
rehabilitated over the last 5 years to address severe joint leakage and consequent
subsurface soil erosion. Sub -basin 12 discharges to an off -site channel which flows
to Acorn Branch, upstream of Sub -basin 10.
Sub -Basin 13
Sub -basin 13 comprises 207 acres located in the northerly portion of the airfield.
The sub -basin includes airfield pavement, grassy open space, wooded areas and a
developed area between Taxiway A and Trask Drive. The sub -basin is drained by
closed pipe systems and open channels. Many of the older pipe segments in these
systems have been rehabilitated over the last 5 years to address severe joint
leakage and consequent subsurface soil erosion.
The pipe system which drains the taxiway and runway areas of sub -basin 13 is
generally of adequate capacity and is in good condition. The pipe systems which
serve the north ramp and old airline terminal areas in the sub -basin vary in
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condition from good to poor. The configuration of this system is poor. System
improvements should be undertaken in support of any significant development or
redevelopment activity in the sub -basin. Sub -basin 13 discharges to an off -site
channel which flows to Acorn Branch, upstream of Sub -basin 10.
Sub -Basin 14
Sub -basin 14 comprises 66 acres located in the northwest quadrant of the airport.
The sub -basin is predominantly forested, with areas of grassy open space. Sub -
basin 14 drains via a 42" culvert under the CSX railroad and Blue Clay Road. This
culvert outlets to Wildcat Branch, a tributary of the Northeast Cape Fear River. The
area immediately downstream of the culvert is a residential area known as Heritage
Park, which is subject to frequent flooding. A study conducted in 2001 indicates
that flow from the airport side of Blue Clay Road does not contribute substantially
to the flooding problem in Heritage Park. The existing ground cover and low flow
velocities on the airport land, coupled with a large storage volume available in the
depression on the upstream end of the 42" culvert, result in minimal discharge to
Wildcat Branch. Stormwater from any new development within sub -basin 14
should be directed away from the Wildcat Branch watershed, so as to avoid any
potential increase in flooding in Heritage Park.
Sub -Basin 15
Sub -basin 15 comprises 64 acres located on the west side of the airport. The sub -
basin is largely forested, with the exception of the existing USDA and New Hanover
" County facilities located near the intersection of Gardner and Hewlett Drives. Sub -
basin 15 is drained by small closed pipe systems, ditches and culverts. These
systems are generally small and of marginal capacity. The sub -basin outlet is a 30"
culvert under the CSX railroad and Blue Clay Road. Downstream of Blue Clay
Road, the discharge passes through an industrial area before passing under North
23rd Street. The capacity of this system is considered marginal. The sub -basin
includes a 10 acre leasehold parcel upon which the 84 Lumber Company plans to
build a contractor yard served by a rail spur.
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IV. Airport Development and (Redevelopment
Planning for development and redevelopment projects at the Wilmington
International Airport is essentially a continuous process. Airport development plans
evolve over time in response to user and. community needs, priorities and
opportunities. Additionally, the airport anticipates growing demand for airport
business park leasehold space. The following discussion presents a "snap shot" of
near term and long term airport development concepts considered in this
Stormwater Master Plan.
General Aviation
Expansion and enhancement of the general aviation facilities is a significant near
term and continuing long term goal at the airport. New general aviation terminal
building facilities, aircraft hangars, aircraft parking apron space, fuel storage
facilities and automobile parking are needed to accommodate growing demand.
The expansion and enhancement of general aviation facilities is planned on both
the west side of the airport and the southeast side of the airport.
Airline Terminal Complex
The airport has recently completed a major remodeling project at the airline
terminal. Strong growth in airline passenger counts is anticipated. Near term
needs include passenger parking lot expansion and rental car lot expansion. In the
long term, a second gate concourse and associated apron expansion are planned,
as demand warrants.
Air geld
Near term projects on the airrieid include perimeter roadway improvements (safety
and security access inside the airport fence), Runway 6-24 pavement rehabilitation,
general aviation apron pavement rehabilitation and the installation of Instrument
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Landing Systems (ILS) serving both ends of Runway 6-24. Longer term airfield
improvements include additional airfield pavement rehabilitation projects (taxiways
and aprons), taxiway widening/relocation projects and a potential 2,000 foot
extension of Runway 6-24 and its parallel taxiway.
Other Aviation Related Facilities
Other anticipated or potential aviation related airport development/redevelopment
i
! projects include large corporate aviation needs (such as larger air cargo or aircraft
maintenance facilities), relocation of rental car servicing facilities,
expansion/improvement of U. S. Customs facilities, and re -use of the old airline
terminal building.
Airport Business Park
The airport is actively marketing airport business park leasehold sites on the west
side of the airport for a variety of potential uses including office, hotel, light
manufacturing, warehousing, wholesale and other compatible uses. A site has
recently been leased to the 84 Lumber Company for a contractor lumber yard.
V. North Carolina Stormwater Rules
The North Carolina Stormwater Rules are codified at 15A NCAC 021-1.1000 and are
administered by the North Carolina Department of Environment and Natural
Resources, Division of Water Quality (NCDENR). The rules originally went into
effect on January 1, 1988, and were amended in 1995. The rules require a
stormwater permit for any development activity within a coastal county which
requires a LAMA major development permit or a Sedimentation/Erosion Control
Plan (required for land disturbances of one acre or more). Development is defined
as any land disturbing activl4r, which increases the amount of built -upon area (i.e.,
pavement, gravel roads, roof tops) or which otherwise decreases the infiltration of
precipitation into the soil.
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The Wilmington International Airport is located in coastal New Hanover County and
drains to Smith Creek and the Northeast Cape Fear River. Smith Creek is classified
as "C; Sw" (Aquatic Life, Secondary Recreation, Fresh, Swamp Waters) and the
Northeast Cape Fear River is classified as "SC; Sw" (Aquatic Life, Secondary
Recreation, Salt, Swamp Waters). In the absence of classification as "SA" (Market
Shellfishing, Salt Water), "ORW" (Outstanding Resource Waters) or "HQW" (High
Quality Waters), the requirements of 15A NCAC 02H.1005 (3) apply. Under this
I
paragraph, "Low Density" projects (i.e., projects for which structural stormwater
controls are not required) are defined as developments having a built -upon area of
30 percent or less. Low Density projects must also feature stormwater runoff
transported primarily by vegetated conveyances, a stormwater conveyance system
which does not include a discrete stormwater collection system, and a 30 foot wide
vegetative buffer adjacent to surface waters. "High Density" projects (i.e., projects
for which structural stormwater controls are required) are projects involving more
than 30 percent built -upon area. High density projects require stormwater control
systems which must be wet detention ponds, infiltration systems or "alternative
stormwater management systems," and which must be designed to control runoff
from all surfaces generated by one inch of rainfall.
Historically, development projects at the Wilmington International Airport have
been permitted under the "Low Density" option, due to the overall built -upon
surface area on airport property, which is well under 30 percent. In May of 2001,
the local office of NCDENR advised the airport in writing that "additional built -upon
area at the Airport cannot be permitted under the Low Density option until a
Master Drainage Plan is submitted to and permitted by this office." The regulatory
j basis for stormwater master plan permits is found at 15A NCAC 02H.1003 (h)(3).
Officials from the Wilmington office of NCDENR have provided verbal guidance
i
regarding NCDENR policy and practice relative to master plan permits. The
following discussion paraphrases that guidance. A facility may receive a master
l
plan permit under either high density or low density provisions. Facilities with an
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overall built -upon area density in excess of the high density threshold would be
required to hold a high density master plan permit. These facilities would be
required to implement high density BMP controls for all development projects
involving an increase in built -upon area. Facilities with an overall built -upon area
density below the high density threshold would be allowed to hold a low density
master plan permit, even if certain areas within the facility site are characterized as
pockets of high density development. Facilities with a low density master plan
permit would be allowed to construct development projects which are consistent
with low density criteria without implementing high density BMP controls. For
development projects characterized as pockets of high density development at
facilities with a low density master plan, NCDENR would require implementation of
high density BMP controls.
NCDENR officials advise that three criteria are evaluated in making a determination
as to whether a development project will be characterized as a pocket of high
density development. The criteria for high density pockets are as follows:
I. Built -upon surfaces in high density pockets are clustered
(concentrated) together geographically within the facility site.
2. High density pockets are drained by stormwater collection systems.
3. Built -upon surfaces in high density pockets do not drain by sheet flow
across vegetated surfaces.
This Stormwater Master Plan is based on overall low density with anticipated
pockets of high density development.
The existing runway and taxiway complex on the airfield are considered to be
consistent with low density criteria because the buiit-upon surfaces are distributed
through the site and the built -upon surfaces drain by sheet flow over large grass
areas. The runway and taxiway complex is served by a stormwater collection
system which predates the Stormwater Rules and which collects the runoff
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downstream of the sheet flow areas.
VI. New Hanover County Storm Water Management Ordinance
New Hanover County adopted a Storm Water Management Ordinance on
( September 5, 2000. A copy of the ordinance is included as Appendix B. The
ordinance requires peak flow attenuation for new development in the County such
f
that peak flow rates for post -development conditions do not exceed peak flow rates
for pre -development conditions for 2-year, 10-year and 25-year storm events. For
redevelopment activities, the ordinance requires peak flow attenuation for a 10-
year event. The design of extended dry detention basins on the airport must
satisfy these requirements.
VII. Wildlife Hazard Considerations
Wildlife activity on and in the vicinity of airports presents a serious hazard to
aviation safety. On May 1, 1997, the Federal Aviation Administration (FAA) issued
Advisory Circular No. 150/5200-33, "Hazardous Wildlife Attractants On Or Near
Airports," (the "Wildlife AC'J. A draft revision of this document was issued by FAA
on January 30, 2004. The revised AC, designated as No. 150/5200-33A, was
issued on July 27, 2004. A copy of the current AC is included in Appendix C.
The Wildlife AC was developed by FAA from a nation-wide perspective. During
development of the scope of work for the Stormwater Master Plan project, the
wildlife hazard issue relative to stormwater BMP design was recognized as a key
issue in development of the Plan. It was considered prudent to review wildlife
concerns from a local, site specific perspective as well as in the nation-wide context
of the Wildlife AC. The United States Department of Agriculture, Wildlife Services,
has provided this local perspective, based on site visits to the airport and
` discussions with Talbert & Bright and airport staff. A letter report summarizing the
i
findings and recommendations of Wildlife Services is included in Appendix D.
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The Wildlife Services report states that the guidance of the Wildlife AC is applicable
to the Wilmington International Airport. The report strongly advocates avoidance
of wet detention basins and recommends the use of extended dry detention basins
for stormwater management. The report provides further recommendations
relative to the design details for extended dry detention basin and grassed swale
BMP's on the airport.
The Wildlife AC provides guidance on the design of stormwater detention basins on
airports. Specifically, the AC stipulates the use of steep -sided, narrow, linearly
shaped (dry) detention basins with a maximum detention time of 48 hours for the
design storm.
VIII. Best Management Practices
Most large development projects in coastal southeastern North Carolina utilize wet
detention basins as the primary stormwater BMP. Use of wet basins for the
Wilmington International Airport was actively studied during plan preparation,
however due to the wildlife hazard issue, it has been determined that stormwater
management at the Wilmington International Airport should be accomplished
primarily with a combination of extended dry detention basins and grassed swales
needed to meet the required 85% pollutant removal efficiency stipulated under
North Carolina stormwater rules. NCDENR has assigned a removal efficiency of
50% to the extended dry detention BMP and 35% to the grassed swale BMP. The
extended dry detention basins will also serve to meet the peak discharge
attenuation requirements of the New Hanover County Storm Water Management
Ordinance.
Wet detention basins, extended detention wetlands, pocket wetlands, bioretention
areas, infiltration devices, and other BMPs which involve a permanent pool of open
water, water quality draw -down times exceeding 48 hours, and/or artificial wetland
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type conditions will be excluded from consideration at the Wilmington International
Airport. These BMPs are generally expected to create conditions that attract wildlife
species which are hazardous to aviation. In accordance with the Wildlife AC,
creation of these potential attractants of hazardous wildlife must be avoided.
IX. Proposed BMP Design Criteria
Design criteria specific to the Wilmington International Airport have been
developed for extended dry detention basins and grass swales. The criteria are
based on the requirements set forth in the North Carolina Stormwater Rules,
guidance in the NCDENR Stormwater BMP Manual (see Appendix E), the
requirements of the New Hanover County Storm Water Management Ordinance
and the requirements of FAA AC 150/5200-33A, "Hazardous Wildlife Attractions on
or Near Airports". The following is a list of criteria developed using the previously
mentioned documents:
Extended Dry Basins
1. The basin should be steep -sided, narrow, and linearly -shaped.
2. Capture the runoff from a 1" rainfall and release over a period of 48 hours.
3. Provide a minimum flow length -to -basin width ratio of 3:1
4. Provide side slopes in the range of 3:1 to 4:1 (horizontal: vertical).
5. Install outlet orifice in an enclosed structure with a sump. Provide a trash
rack on the inlet to the structure. Do not provide an open permanent pool.
6. Provide a rip -rap or concrete lined low -flow channel from inlet to outlet with
a minimum depth of one (1) foot.
7. Slope basin bottom at a 2% preferred and 1% minimum grade toward low
flow channel.
i 8. Provide heavy equipment access for clean -out and maintenance.
9. Provide excess storage in the lower levels of the basin amounting to 20% of
the 1" rainfall event runoff volume.
10. Provide for peak flow attenuation above the 1" storm storage, in
accordance with the New Hanover County Storm Water Management
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Ordinance.
11. Provide for seeding the basin bottom side slopes and berms with common
Bermuda grass or other appropriate mix. Seed mixture shall not contain any
i form of millet, rye grass or other large seed producing grasses.
12. Stabilize the basin within 14 days of construction completion.
13. To the extent possible, position the bottom of the basin above the seasonal
high water table.
14. Provide for safe conveyance of a 100-year storm event.
Grassed Swales
1. Swales will typically be located upstream of extended dry detention basins.
2. Provide a 0.2% minimum to 4.0% maximum longitudinal slope.
3. Provide side slopes no steeper than 3:1 (horizontal: vertical) with 5:1
preferred. The swale cross section should be triangular or parabolic.
4. Swale bottom should be located above the seasonal high water table.
5. Swales should be designed for ready mowing with standard mowing
equipment.
6. Flow velocity should be limited to 2 feet per second for the 2-year design
flow and a non -erosive velocity for the 10-year design flow.
7. An attempt shall be made to provide 100 linear feet of swale per acre of
drainage area. No less than 50 linear feet of swale per acre shall be
i provided.
8. Provide for seeding the swale with common Bermuda grass or other
appropriate mix. Seed mixture shall not contain any form of millet, rye
grass or other large seed producing grasses.
i 9. Stabilize the swale within 14 days of construction completion.
X Proposed Stormw►ater Management Concepts
This plan presents two solutions to stormwater management for the west side of
the Wilmington International Airport. These two solutions include a centralized
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stormwater management concept and a distributed stormwater management
concept. Both concepts will require construction of new stormwater conveyance
pipelines to serve the west side of the airport property. Discussion of each concept
is included in the following sections.
The extended dry detention basin and stormwater conveyance pipeline designs
included and depicted in this Plan have been developed to the conceptual design
level only. Final design, supported by topographic survey, wetlands delineation
and subsurface exploration efforts, must be undertaken for all facilities prior to
construction.
The extended dry detention basin designs have been developed with an assumed
development density of 65% built -upon area for extended dry detention basin No.
1 and for the distributed concept example basin. An assumed density of 60% was
used in the design of extended dry detention basin No. 2.
Centralized Stormwater Management Concept
The Centralized Stormwater Management Concept involves stormwater conveyance
to centralized stormwater detention facilities for treatment and control of peak
flows. This concept is depicted on Figure/Plan Sheet PR1.1. In the centralized
concept, two large extended dry detention basins would be constructed to serve
the future built -upon areas on the west side of the airport.
Extended dry detention basin No. 1 would be located south of Airport Boulevard
and is sized to capture and treat runoff from approximately 328 acres. The area
draining to this basin includes the airport business park
development/redevelopment, the airline terminal facility expansion and the GA
apron expansion/redevelopment area. Conveyance of stormwater from the
individual project sites will be through a new stormwater conveyance system
included as part of this master plan. Stormwater will discharge from basin No. 1
through four outlet control structures located at existing airport outfali points.
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Outfall structures are sized to limit flow into downstream channels to
predevelopment peaks to minimize any erosion or degradation of the existing
channels. Three of the outfall points flow through open channels to Smith Creek.
The other outfall point will be through an existing culvert under 23'd Street.
Extended dry detention basin No. 2 would be located west of Runway 17-35, with a
portion of the basin located between the Runway and Taxiway "A" and the second
portion of the basin located north of Taxiway "A". These two basin areas will be
interconnected with a 60" pipe. Extended dry detention basin No. 2 is .sized to
capture and treat runoff from approximately 164 acres and will be used to provide
treatment for stormwater runoff from the General Aviation facilities expansion area
and other aviation related or commercial development along Trask Drive, north of
the existing General Aviation area. Stormwater will discharge from basin No. 2
through three outlet control structures connected to existing stormwater pipelines.
Concrete or rip -rap low flow channels will be constructed in the bottom of both
basin No. 1 and No. 2 to help maintain a dry basin bottom as required by the
Wildlife AC and to facilitate maintenance. Both extended dry detention basins are
designed to treat the runoff from a 1" rainfall event, along with attenuating the
peak flow leaving the airport property for 2-year, 10-year and 25-year storm
events. The basins will also be able to safely convey a 100-year storm event.
Computations are included in the technical appendix.
Distributed Stormwater Management Concept
The Distributed Stormwater Management Concept is based on the idea that
stormwater is detained and treated locally at each project site and then conveyed
off airport property. This concept is depicted on Figure/Plan Sheet PR1.2. The
distributed concept will be used only for the approximately 328 acres of land which
drain to extended dry detention basin No. 1 in the centralized concept. Anticipated
development in this area includes airport business park development, airline
terminal facility expansion and general aviation facility expansion. The 164 acres
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of land discussed in the centralized stormwater management concept that drains to
i
extended dry detention basin No. 2 will also drain to this basin in the distributed
concept.
One example extended dry detention basin design has been completed for the
distributed concept. The example basin would serve the general aviation, long
term parking and rental car parking expansion projects. Computations are included
in the technical appendix. Individual extended dry detention basins have been
sized approximately for each development area, using a ratio of basin area to
tributary area developed from the example basin design. An outlet control
structure will be constructed in each basin to control flow into the stormwater
conveyance system included as part of this master plan. The extended dry
detention basins sized for the master plan are based on the idea that each
development area will have one basin. The actual number, location and size of the
distributed basins will depend on the nature and scope of individual airport and
tenant projects as they arise.
Concrete or rip -rap lined low flow channels will be constructed in the bottom of all
basins to help maintain a dry basin bottom as required by the Wildlife AC and to
facilitate maintenance. All dry detention basins will be designed to treat the runoff
from a 1" rainfall event, along with attenuation of the peak flow leaving the airport
property for the 2-year, 10-year and 25-year storm events. The basins will also be
able to safely convey the 100-year storm event.
Stormwater Conveyance Pipelines
Both the centralized concept and the distributed concept will require construction
of stormwater conveyance pipelines to collect and convey runoff from the 328 acre
development area tributary to extended dry detention basin No. 1. The
conveyance system consists of three pipelines (A, B and C) located within the
ti
Business Park Development area. Conveyance system A will be used to carry
runoff from the GA terminal expansion area, airline terminal expansion area and
I
Page-21

Wilmington In terra tional Airport (ILM) J�
Stormwater Master Plan
the portion of the Business Park Development area north of Hewlett Drive and east
of Gardner Drive. Conveyance system B will be used to carry runoff from the
Business Park Development area north of Airport Boulevard, east of Gardner Drive
and south of Hewlett Drive. Conveyance system C will be used to carry runoff from
the Business Park Development area north of Airport Boulevard, west of Gardner
Drive and extending north to drain the existing forested depression to be used as a
detention basin located adjacent to Blue Clay Road.
The size of the conveyance system pipelines varies based on the management
concept. For both concepts, the conveyance system is sized to convey 25-year
storm flows with minimal surcharge (hydraulic grade line no more than 2 feet
above the pipe crown). For the centralized concept, the pipelines will be larger
than for the distributed concept since they will be required to convey runoff directly
from the development area without any peak flow attenuation. The pipelines will
outlet into extended dry detention basin No. 1 which will treat and attenuate the
flow prior to leaving the Airport.
For the distributed concept, the pipelines will be smaller than for the centralized
concept since they will convey the attenuated stormwater flows from the
distributed basins. The pipelines will outlet into a distribution system that will
distribute the runoff to existing Airport outfall pipes and channels.
Cost Opinions for Stormwater Management Concepts
Cost opinions have been developed for the stormwater management concepts
developed for the west side of the Airport. These cost opinions are intended solely
as budgetary planning tools. More detailed cost opinions should be developed for
individual system components during the project design development process to
verify budgetary considerations.
The total cost opinion for the centralized concept, in 2004 dollars, is $9.7 Million.
The total cost opinion for the distributed concept, in 2004 dollars, is $10.7 Million.
Page-22

Wilmington International Airport (ILM) J�
Stormwater Master Plan
Cost opinion worksheets are presented in Appendix "F".
Construction of infrastructure improvements for both stormwater management
concepts can be phased to spread implementation costs over a period of time as
development progresses. The distributed concept can be more readily phased than
the centralized concept. A phasing plan (plan sheet PH1.1) has been prepared for
the distributed concept. The plan presents four phases of construction. Costs for
each phase have been divided between Airport costs and tenant costs. Phase one
would include expansion of the existing airline terminal parking lot and expansion
of the existing general aviation area. The work would include construction of an
extended dry detention basin for each development area which would initially
outlet into the existing drainage conveyance system (and ultimately into the new
conveyance system). The cost of the basins would be an Airport cost. Phase one
would also include development of two business park sites directly south of Airport
Boulevard which would also require extended dry detention basins for each
development area. Construction of these stormwater basins would be a tenant
cost. The distributed concept phasing then progresses to the north in three
additional increments.
XI. Methodology
' The SCS unit hydrograph method has been used for project hydrology,
implemented using PondPack software from Haestad Methods, Inc. CN and time of
concentration data were developed using SCS TR-55 methods. The hydrologic soil
groups for the various soil units on the airport were taken from the Appendix A
listing of TR-55. The SCS soil map for New Hanover County was used to identify
soil units. For soils with multiple hydrologic soil groups, the lowest (most well
drained) group was used. The SCS type II! 24-hour rainfall distribution was used.
Rainfall depths were "taken from the New Hanover County Storm Water Design
Manual. FHWA pipe culvert hydraulic data and standard weir and orifice hydraulic
methods were employed. Pipeline hydraulic grade fines were computed using
Page-23

i
Wilmington International Airport (ILM)
J�
I Stormwater Master Plan
StormCad software, also from Haestad Methods, Inc.
For extended dry detention basin design, the runoff volume for the one inch rainfall
event was estimated using the Schueler equation:
Rv=.009(I)+.05
The required 20% sediment storage was computed based on this volume, and was
assumed to occupy the lowest level of the basin on either side of the low flow
channel. For the PondPack model, this volume was subtracted from the stage -
storage curve. The SCS method yields very low runoff volumes for a one -inch 24-
hour rainfall, due to the standard initial abstraction. Therefore, a higher 24-hour
rainfall was input into the PondPack model such that the model would generate a
runoff hydrograph with a volume equal to that predicted by the Schueler equation.
This hydrograph was then routed through the basin in order to size the dewatering
device to drain the runoff from the equivalent 1" design storm in approximately 48-
hours (this detention time is consistent with the minimum required to meet
NCDENR criteria and the maximum consistent with the Wildlife AC). The drain time
was taken as the difference in time from the start of outflow to the end of outflow
in the basin routing outflow hydrograph. Reservoir routings were completed for 2-
year, 10-year, 25-year and 100-year rainfall events as well, in order to size the
peak attenuation storage and outlet structures, confirm pre- versus post -
development peak discharge control, and confirm the safe passage of a 100-year
event.
XII. Implementation of Stormwater Controls
Stormwater controls will be implemented on an incremental basis as high density
development involving a net increase in built -upon area occurs. It is not the intent
of the Airport Authority to implement BMP's to serve areas that are already
developed as of the date of this Plan, nor for redevelopment of such areas (to the
Page-24

Wilmington International Airport (ILM) J �
J�
' Stormwater Master Plan
extent that such redevelopment does not result in a net increase in impervious
surfacing).
XIII. Alternative Solutions and Plan Modification
This Plan has been developed based on analysis, study and consultation with
airport staff. It presents workable solutions to the long term storm water
management needs of the airport. The plan is conceptual in nature.
Implementation of the Plan will depend in large part on the exact nature,
magnitude and sequence of development projects which move forward, and on
funding resources which become available for construction of stormwater
improvements. Nothing in this plan is intended to limit or restrict the airport or its
current or prospective tenants with respect to pursuing alternative or modified
stormwater management solutions in various locations.
Page-25

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TALBERT & BRIGHT Wilmington International Airport
SHMMM&PLMOMIOMaoU"n Figure 1
4510 SHIMMY ORNE W11WIN TIA xc 26105 Wilmington, North Carolina VICINI�"Y MAP
FAX: [phone] MOND 910-763-SM
Date: AUGUST, 2004 Drawn By: JMM

Symbol
Hydrologic Soil
Name Group
Be
Ba meade
A
Bp
Borrow Pit
--
JO
Johnston
D
Le
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St
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C
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C
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while the second denotes undrained condition.
Sources:
New Hanover County Soil Map
Exhibit A, SCS TR55, 2nd Ed., 6/86

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PH1.1

ENR ENVIRONMENTAL MANAGEMENT COMMISSION TI5A • 02H 1000
SECTION .1000 - STORMWATER MANAGEMENT
15A NCAC 02H .1001 STORMWATER MANAGEMENT POLICY
The rules in this Section set forth the requirements for application and issuance of permits for stormwater
management systems in accordance with G.S. 143-215.1(d) and 15A NCAC 2H .0200. These requirements
to control pollutants associated with stormwater runoff apply to development of land for residential,
commercial, industrial, or institutional use but do not apply to land management activities associated with
agriculture or silviculture unless specifically addressed in special supplemental classifications and
management strategies adopted by the Commission.
History Note: Authority G.S. 143-214.1; 143-214.7, 143-215.3(a)(1);
Eff. January 1, 1988;
Amended Eff. September 1, 1995.
15A NCAC 02H .1002 DEFINITIONS
The definition of any word or phrase in this Section shall be the same as given in Article 21, Chapter 143 of
the General Statutes of North Carolina, as amended. Other words and phrases used in this Section are
defined as follows:
(1) "Built -upon Area" means that portion of a development project that is covered by
impervious or partially impervious cover including buildings, pavement, gravel roads and
parking areas, recreation facilities (e.g., tennis courts), etc. (Note: Wooden slatted decks
and the water area of a swimming pool are considered pervious).
(2) "CAMA Major Development Permits" mean those permits or revised permits required by
the Coastal Resources Commission according to 15A NCAC U Sections .0100 and
.0200.
(3) "Certificate of Stormwater Compliance" means the approval for activities that meet the
requirements for coverage under a stormwater general permit for development activities
that are regulated by this Section.
(4) "Coastal Counties" include Beaufort, Bertie, Brunswick, Camden, Carteret, Chowan,
Craven, Currituck, Dare, Gates, Hertford, Hyde, New Hanover, Onslow, Pamlico,
Pasquotank, Ponder, Perquimans, Tyrrell, and Washington.
(5) "Curb Outlet System" means curb and gutter installed in a development which meets low
density criteria [Rule .1003(d)(1) of this Section] with breaks in the curb or other outlets
used to convey stormwater runoff to grassed swales or vegetated or natural areas and
designed in accordance with Rule .1008(g) of this Section.
(6) "Development" means any land disturbing activity which increases the amount of
built -upon area or which otherwise decreases the infiltration of precipitation into the soil.
(7) "Drainage Area or Watershed" means -the entire area contributing surface runoff to a
single point.
(8) "Forebay" means a device located at the head of a wet detention pond to capture
incoming sediment before it reaches the main portion of the pond. The forebay is
typically an excavated settling basin or a section separated by a low weir.
(9) "General Permit" means a "permit" issued under G.S. 143-215.1(b)(3) and (4) authorizing
a category of similar activities or discharges.
(10) "Infiltration Systems" mean stormwater control systems designed to allow runoff to pass
or move (infiltrate%xfiltrate) into the soil.
(11) "Notice of Intent" means a written notification to the Division that an activity or
discharge is intended to be covered by a general permit and takes the place of
"application" used with individual permits.
(12) "Off -site Stormwater Systems" mean stormwater management systems that are located
outside the boundaries of the specific project in question, but designed to control
stormwater drainage from that project and other potential development sites. These
systems shall designate responsible parties for operation and maintenance and may be
owned and operated as a duly licensed utility or by a local government.
NORTH CAROLINA ADMINISTRATIVE CODE Eietive Lumber 1 19r, Page 1 of 13

ENR ENVIRONMENTAL MANAGEMENT COMMISSION TBA: 025.1000
(13) "On -site Stormwater Systems" mean the systems necessary to control stormwater within
an individual development project and located within the project boundaries.
(14) "Redevelopment" means any rebuilding activity which has no net increase in built -upon
area or which provides equal or greater stormwater control than the previous
development (stormwater controls shall not be allowed where otherwise prohibited).
(15) "Seasonal High Water Table" means the highest level that groundwater, at atmospheric
pressure, reaches in the soil in most years. The seasonal high water table is usually
detected by the mottling of the soil that results from mineral leaching.
(16) "Sedimentation/Erosion Control Plan" means any plan, amended plan or revision to an
approved plan submitted to the Division of Land Resources or delegated authority in
accordance with G.S. 113A-57.
(17) "Stormwater" is defined in G.S. 143, Article 21.
(18) "Stormwater Collection System" means any conduit, pipe, channel, curb or gutter for the
primary purpose of transporting (not treating) runoff. A stormwater collection system
does not include vegetated swales, swales stabilized with armoring or alternative methods
where natural topography or other physical constraints prevents the use of vegetated
swales (subject to case -by -case review), curb outlet systems, or pipes used to carry
drainage underneath built -upon surfaces that are associated with development controlled
by the provisions of Rule .1003(d)(1) in this Section.
(19) "10 Year Storm" means the surface runoff resulting from a rainfall of an intensity
expected to be equaled or exceeded, on the average, once in 10 years, and of a duration
which will produce the maximum peak rate of runoff, for the watershed of interest under
average antecedent wetness conditions.
(20) "Water Dependent Structures" means a structure for which the use requires access or
proximity to or siting within surface waters to fulfill its basic purpose, such as boat
ramps, boat houses, docks, and bulkheads. Ancillary facilities such as restaurants, outlets
for boat supplies, parking lots and boat storage areas are not water dependent uses.
(21) "Wet Detention Pond" means a structure that provides for the storage and control of
runoff and includes a designed and maintained permanent pool volume.
(22) "Vegetative Buffer" means an area of natural or established vegetation directly adjacent
to surface waters through which stormwater runoff flows in a diffuse manner to protect
surface waters from degradation due to development activities. The width of the buffer is
measured horizontally from the normal pool elevation of impounded structures, from the
bank of each side of streams or rivers, and from the mean high water line of tidal waters,
perpendicular to the shoreline.
(23) "Vegetative Filter" means an area of natural or planted vegetation through which
stormwater runoff flows in a diffuse manner so that runoff does not become channelized
and which provides for control of stormwater runoff through infiltration of runoff and
filtering of -pollutants. The -defined length of the filter shall be provided for in the
direction of stormwater flow.
IEstory Note: Authority G.S. 143-213; 143-214.1; 143-214.7,• 143-215.3(a)(1);
Eff. January 1, 1988,
Amended E, fJ.' December 1, 1995, September 1, 1995.
15A NCAC 02H .1003 STORMWATER MANAGEMENT: COVERAGE: APPLICATION: FEES
(a) The intent of the Commission is to achieve the water quality protection which low density development
near sensitive waters provides. To that end, the Director, by applying the standards in this Section shall
cause development to comply with the antidegradation requirements specified in 15A NCAC 2B .0201 by
protecting surface waters and highly productive aquatic resources from the adverse impacts of uncontrolled
high density development or the potential failure of stormwater control measures.
(b) To ensure the protection of surface waters of the State in accordance -nth G.S. 143-214.7, a permit is
required in accordance with the provisions of this Section for any development activities which require a
CAMA major development permit or a Sedimentation/Erosion Control Plan and which meet any of the
following criteria:
NORTH CAROLINA ADMINISTRATIVE CODE Effosove peamber 1.1"9 Page 2 of 13

ENR ENVIRONMENTAL MANAGEMENT COMMISSION TI SA • 02H 1000
(1) development activities located in the 20 coastal counties as defined in Rule .1002(4) of
this Section;
(2) development activities draining to Outstanding Resource Waters (ORW) as defined in
15A NCAC 2B .0225; or
(3) development activities within one mile of and draining to High Quality Waters (HQW) as
defined in 15A NCAC 2B .0101(e)(5).
Projects under a common plan of development shall be considered as a single project and shall require
stormwater management in accordance with this Section. Local governments with delegated Sedimenta-
tion/Erosion Control Programs often implement more stringent standards in the form of lower thresholds
for land area disturbed. In these situations, the requirements of this Rule apply only to those projects that
exceed the state's minimum area of disturbance as outlined in G.S. 113A-57. Specific permitting options,
including general permits for some activities, are outlined in Paragraph (d) of this Rule.
(c) Development activity with a CAMA major development permit or a Sedimentation/Erosion Control
Plan approved prior to January 1, 1988 are not required to meet the provisions of these Rules unless
changes are made to the project which require modifications to these approvals after January 1, 1988.
(d) Projects subject to the permitting requirements of this Section may be permitted under the following
stormwater management options:
(1) Low Density Projects: Projects permitted as low density projects must be designed to
meet and maintain the applicable low density requirements specified in Rules .1005
through .1007 of this Section. The Division shall review project plans and assure that
density levels meet the applicable low density requirements. The permit shall require
recorded deed restrictions and protective covenants to ensure development activities
maintain the development consistent with the plans and specifications approved by the
Division.
(2) High Density Projects: Projects permitted as high density projects must be designed to
meet the applicable high density requirements specified in Rules .1005 through .1007 of
this Section with stormwater control measures designed, operated and maintained in
accordance with the provisions of this Section. The permit shall require recorded deed
restrictions and protective covenants to ensure development activities maintain the
development consistent with the plans and specifications approved by the Division.
Stormwater control measures and operation and maintenance plans developed in
accordance with Rule .1008 of this Section must be approved by the Division. In
addition, NPDES permits for stormwater point sources may be required according to the
provisions of 15A NCAC 2H .0126.
(3) Other Projects: Development may also be permitted on a case -by -case basis if the
project:
(A) controls runoff through an off -site stormwater system meeting provisions of this
Section;
(B) -:a s redevelopment which meets the requirements of this Section to the maximum
extent practicable;
(C) otherwise meets the provisions of this Section and has water dependent
structures, public roads and public bridges which minimize built -upon surfaces,,
divert stormwater away from surface waters as much as possible and employ
other best management practices to minimize water quality impacts.
(4) Director's Certification: Projects may be approved on a case -by -case basis if the project
is certified by the Director that the site is situated such that water quality standards and
uses are not threatened and the developer demonstrates that:
(A) the development plans and specifications indicate stormwater control measures
which shall be installed in lieu of the requirements of this Rule; or
(B) the development is located such a distance from surface waters that impacts
from pollutants present in stormwater from the site shall be effectively
mitigated.
(5) General Permits: Projects may apply for permit coverage under general permits for
specific types of activities. The Division shall develop general permits for these activities
in accordance with Rule .1013 of this Section. General Permit coverage shall be
available to activities including, but not limited to:
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(A) construction of bulkheads and boat ramps;
(B) installation of sewer lines with no proposed built -upon areas;
(C) construction of an individual single family residence; and
(D) other activities that, in the opinion of the Director, meet the critera in Rule
.1013 of this Section.
Development designed to meet the requirements in Subparagraphs (d)(1) and (d)(3) of this Paragraph must
demonstrate that no areas within the project site are of such high density that stormwater runoff threatens
water quality.
(e) Applications: Any person with development activity meeting the criteria of Paragraph (b) of this Rule
shall apply for permit coverage through the Division. Previously issued Stormwater Certifications (issued
in accordance with stormwater management rules effective prior to September 1, 1995) revoked due to
certification violations must apply for pemut coverage. Stormwater management permit applications,
project plans, supporting information and processing fees shall be submitted to the appropriate Division of
Environmental Management regional office. A processing fee, as described in Paragraph (f) of this Rule,
must be submitted with each application. Processing fees submitted in the form of a check or money order
shall be made payable to N.C. Department of Environment, Health, and Natural Resources. Applications
which are incomplete or not accompanied by the processing fee may be returned. Permit applications shall
be signed as follows:
(1) in the case of corporations, by a principal executive officer of at least the level of
vice-president, or his authorized representative;
(2) in the case of a partnership, by a general partner and in the case of a limited partnership,
by a general partner,
(3) in the case of a sole proprietorship, by the proprietor;
(4) in the case of a municipal, state or other public entity by either a principal executive
officer, ranking official or other duly authorized employee.
The signature of the consulting engineer or other agent shall be accepted on the application only if
accompanied by a letter of authorization.
(f) Permit Fees:
(1) For every application for a new or revised permit under this Section, a nonrefundable
application processing fee in the amount stated in Subparagraph (f)(2) of this Paragraph
shall be submitted at the time of application.
(A) Each permit application is incomplete until the application processing fee is
received;
(B) No processing fee shall be charged for modifications of permits when initiated
by the Director,
(C) A processing fee of forty dollars ($40.00) shall be charged for name changes;
(D) No processing fee shall be required for name changes associated with the initial
transfer of property from the developer to property owner or responsible party.
.fw - Any subsequent changes in ownership shall be subject to the name change
processing fee in Part (C) of this Paragraph.
(2) Schedule of Fees
Permit Application Processing Fee
New
Timely
Applications/
Renewals
Modifications/
Without
Rate Renewal
Modifications
Low Density
$225
N/A
High Density
385
225
Other
225
N/A
Director's Certification
350
N!A
General Permits
50
N/A
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(g) Supporting Documents and Information. This Paragraph outlines those supporting documents and
information that must be submitted with stormwater applications. Additional information may also be
applicable or required. The applicant shall attempt to submit all necessary information to describe the site,
development and stormwater management practices proposed. The following documents and information
shall be submitted with stormwater applications:
(1) two sets of detailed plans and specifications for the project;
(2) plans and specifications must be dated and sealed as outlined in Rule .10080) of this
Section and show the revision number and date;
(3) general location map showing orientation of the project with relation to at least two
references (numbered roads, named streams/rivers, etc.) and showing the receiving water
(a USGS map preferable);
(4) topographic map(s) of the project area showing original and proposed contours and
drainage patterns;
(5) delineation of relevant boundaries including drainage areas, seasonal high water table,
wetlands, property/project boundaries and drainage easements;
(6) existing and proposed built -upon area including roads, parking areas, buildings, etc.;
(7) technical information showing all final numbers, calculations, assumptions, drawing and
procedures associated with the stormwater management measures including but not
limited to: built -upon area, runoff coefficients, runoff volume, runoff depth, flow
routing, inlet and outlet configuration (where applicable), other applicable information as
specified;
(8) operation and maintenance plan signed by responsible party;
(9) recorded deed restriction and protective covenants. As an alternative proposed deed
restriction and protective covenants and a signed agreement to provide final recorded
articles shall be accepted when final documents are not available at the time of submittal.
(h) Permit Issuance and Compliance: Stormwater management permits shall be issued in a manner
consistent with the following:
(1) Stormwater management permits issued for low density projects shall not require permit
renewal.
(2) Stormwater management permits issued for projects that require the construction of
engineered stormwater control measures shall be issued for a period of time not to exceed
10 years. Applications for permit renewals shall be submitted 180 days prior to the
expiration of a permit and must be accompanied by the processing fee described in
Paragraph (f) of this Rule.
(3) Stormwater management permits shall be issued to the developer or owner and shall
cover the entire master plan of the project ("stormwater master plan permit"). The master
plan permit shall include specifications for stormwater management measures associated
with each individual lot or property within the project.
(4) -Any individual or =-entity found to be in noncompliance with the provisions of a
stormwater management permit or the requirements of this Section is subject to
enforcement procedures as set forth in G.S. 143, Article 21.
History Note: Authority G.S. 143-214.1; 143-214.7,• 143-215.1(d); 143-215.3(a)(1),
Eff. January 1, 1988;
Amended E, . December 1, 1995, September 1, 1995.
15A NCAC 02H .1004 STATEWIDE STORMWATER GUIDELINES
Ifistory Note: Authority G.S. 143-214.1; 143-214.7, 143-215.3(a)(1); 143-215.8A;
Ef. . January 1, 1988;
Repeated Eff. September 1, 1995.
15A NCAC 02H .1005 STORMWATER REQUIREMENTS: COASTAL COUNTIES
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All development activities within the coastal counties which require a stormwater management permit in
accordance with Rule .1003 of this Section shall manage stormwater runoff as follows:
(1) development activities within the coastal counties draining to Outstanding Resource
Waters (ORW) shall meet requirements contained in Rule .100' of this Section;
(2) development activities within one-half mile of and draining to SA waters or unnamed
tributaries to SA waters:
(a) Low Density Option: Development shall be permitted pursuant to Rule
.1003(d)(1) of this Section if the development has:
(i) built -upon area of 25 percent or less; or proposes development of single
family residences on lots with one-third of an acre or greater with a
built -upon area of 25 percent or less;
(ii) stormwater runoff transported primarily by vegetated conveyances;
conveyance system shall not include a discrete stormwater collection
system as defined in Rule .1002 of this Section;
(iii) a 30 foot wide vegetative buffer.
(b) High Density Option: Higher density developments shall be permitted pursuant
to Rule .1003(d)(2) of this Section if stormwater control systems meet the
Mowing criteria:
(i) no direct outlet channels or pipes to SA waters unless permitted in
accordance with 15A NCAC 2H .0126;
(ii) control systems must be infiltration systems designed in accordance
with Rule .1008 of this Section to control the runoff from all surfaces
generated by one and one-half inches of rainfall. Alternatives as
described in Rule .1008(h) of this Section may also be approved if they
do not discharge to surface waters in response to the design storm;
(iii) runoff in excess of the design volume must flow overland through a
vegetative filter designed in accordance with Rule .1008 of this Section
with a minimum length of 50 feet measured from mean high water of
SA waters;
(3) development activities within the coastal counties except those areas defined in Items (1)
and (2) of this Paragraph:
(a) Low Density Option: Development shall be permitted pursuant to Rule
.1003(d)(1) of this Section if the development has:
(i) built -upon area of 30 percent or less; or proposes development of single
family residences on lots with one-third of an acre or greater with a
built -upon area of 30 percent or less;
(ii) stormwater runoff transported primarily by vegetated conveyances;
conveyance system shall not include a discrete stormwater collection
system as defined in Rule .1002 of this Section;
(iii) a 30 foot wide vegetative buffer.
(b) High Density Option: Higher density developments shall be permitted pursuant
to Rule .1003(d)(2) of this Section if stormwater control systems meet the
following criteria:
(i) control systems must be infiltration systems, wet detention ponds or
alternative stormwater management systems designed in accordance
with Rule .1008 of this Section;
00 control systems must be designed to control runoff from all surfaces
generated by one inch of rainfall.
History Note: Authority G.S. 143-214.1; 143-214.7,• 143-215.1; 143-215.3(a);
Ef): September 1, 1995.
15A NCAC 02H .1006 STORMWATER REQUIREMENTS: HIGH QUALITY WATERS
All development activities which require a stormwater management permit under Rule .1003 of this Section
and are within one mile of and draining to waters classified as High Quality Waters (HQW) shall manage
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stormwater runoff in accordance with the provisions outlined in this Rule. More stringent stormwater
management measures may be required on a case -by -case basis where it is determined that additional
measures are required to protect water quality and maintain existing and anticipated uses of these waters.
(1) All waters classified as WS-1 or WS-11(15A NCAC 2B .0212 and .0214) and all waters
located in the coastal counties (Rule .1005 of this Section) are excluded from the
requirements of this Rule since they already have requirements for stormwater
management.
(2) Low Density Option: Development shall be permitted pursuant to Rule .1003(c)(1) of
this Section if the development has:
(a) built -upon area of 12 percent or less or proposes single family residential
development on lots of one acre or greater,
(b) stormwater runoff transported primarily by vegetated conveyances; conveyance
system shall not include a discrete stormwater collection system as defined in
Rule .1002 of this Section;
(c) a 30 foot wide vegetative buffer.
(3) High Density Option: Higher density developments shall be permitted pursuant to Rule
.1003(c)(2) of this Section if stormwater control systems meet the following criteria:
(a) control systems must be wet detention ponds or alternative stormwater
management systems designed in accordance with Rule :1008 of this Section;
(b) control systems must be designed to control runoff from all surfaces generated
by one inch of rainfall.
History Note: Authority G.S. 143-214.1; 143-214.7;143-215.1; 143-215.3(a);
E . September 1, 1995,
Amended Eff. December 1, 1995.
15A NCAC 02H .1007 STORMWATER REQUIREMENTS: OUTSTANDING RESOURCE
WATERS
All development activities which require a stormwater management permit under Rule .1003 of this Section
and which drain to waters classified as Outstanding Resource Waters (ORW) shall manage stormwater
runoff in accordance with the provisions of this Rule. Water quality conditions shall clearly maintain and
protect the outstanding resource values of waters classified as Outstanding Resource Waters (ORW).
Stormwater management strategies to protect resource values of waters classified as ORW shall be
developed on a site specific basis during the proceedings to classify these waters as ORW. The
requirements of this Rule serve as the minimum conditions that must be met by development activities.
More stringent stormwater management measures may be required on a case -by -case basis where it is
determined that additional measures are required to protect water quality and maintain existing and
anticipated uses of these waters.
(1) Freshwater ORWs: Development activities which require a stormwater management
permit under Rule .1003 of this Section and which drain to freshwaters classified as
ORW shall manage stormwater runoff as follows:
(a) Low Density Option: Development shall be permitted pursuant to Rule
.1003(d)(1) of this Section if the development has:
(i) built -upon area of 12 percent or less or proposes single family
residential development on lots of one acre or greater;
(ii) stormwater runoff transported primarily by vegetated conveyances;
conveyance system shall not include a discrete stormwater collection
system as defined in Rule .1002 of this Section; and
(iii) a 30 foot wide vegetative buffer.
(b) High Density Option: Higher density developments shall be pemutted pursuant
to Rule .1003(d)(2) of this Section if stormwater control systems meet the
following criteria:
(i) control systems must be wet detention ponds or alternative stormwater
management systems designed in accordance with Rule .1008 of this
Section; and
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(ii) control systems must be designed to control runoff from all surfaces
generated by one inch of rainfall.
(2) Saltwater ORWs: Development activities which require a stormwater management
permit under Rule .1003 of this Section and which drain to saltwaters classified as ORW
shall manage stormwater runoff as follows:
(a) Within 575 feet of the mean high water line of designated ORW areas,
development activities shall comply with the low density option as specified in
Rule .1005(2)(a) of this Section.
(b) Projects draining to saltwaters classified as ORW that impact the Areas of
Environmental Concern (AEC), determined pursuant to G.S. 113A-113, shall
delineate the ORW AEC on the project plans and conform to low density
requirements as specified in Rule .1005(2)(a) of this Section within the ORW
AEC.
(c) After the Commission has received a request to classify Class SA waters as
ORW and given permission to the Director to schedule a public hearing to
consider reclassification and until such time as specific stormwater design
criteria become effective, only development which meets the requirements of
Rule .1003(d)(3)(A), (B) and (C)-and Rule .1005(2)(a) of this Section shall be
approved within 575 feet of the mean high water line of these waters.
History Note: Authority G.S. 143-214.1; 143-214.7; 143-215.1; 143-215.3(a);
Eff. September 1, 1995.
15A NCAC 02H .1008 DESIGN OF STORMWATER MANAGEMENT MEASURES
(a) Structural Stormwater Control Options. Stormwater control measures which may be approved pursuant
to this Rule and which shall not be considered innovative include:
(1) Stormwater infiltration systems including infiltration basins/ponds, swales, and
vegetative filters;
(2) Wet detention ponds; and
(3) Devices approved in accordance with Paragraph (h) of this Rule.
All stormwater management structures are subject to the requirements of Paragraph (c) of this Rule.
(b) Innovative Systems. Innovative measures for controlling stormwater which are not well established
through actual experience may be approved on a demonstration basis under the following conditions:
(1) There is a reasonable expectation that the control measures will be successful;
(2) The projects are not located near Ifigh Quality Waters (IIQW);
(3) Monitoring requirements are included to verify the performance of the control measures;
and
(4) Alternatives are available if the control measures • fail and shall be required when the
Director determines that the system has failed
(c) General Engineering Design Criteria For All Projects.
(1) The size of the system must take into account the runoff at the ultimate built -out potential
from all surfaces draining to the system, including any off -site drainage. The storage
volume of the system shall be calculated to provide for the most conservative protection
using runoff calculation methods described on pages A.1 and A.2 in "Controlling Urban
Runoff: A Practical Manual For Planning And Designing Urban BMPs" which is hereby
incorporated by reference not including amendments. This document is available through
the Metropolitan Washington (D.C.) Council of Governments at a cost of forty dollars
($40.00). This method is also described in the Division's document "An Overview of
Wet Detention Basin Design." Other engineering methods may be approved if these
methods are shown to provide for equivalent protection;
(2) All side slopes being stabilized with vegetative cover shall be no steeper than 3:1
(horizontal to vertical);
(3) All stormwater management structures shall be located in recorded drainage easements
for the purposes of operation and maintenance and shall have recorded access easements
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to the nearest public right-of-way. These easements shall be granted in favor of the party
responsible for operating and maintaining the stormwater management strictures;
(4) Vegetative filters designed in accordance with Paragraph (f) of this Rule are required
from the overflow of all infiltration systems and discharge of all stormwater wet
detention ponds. These filters shall be at least 30 feet in length, except where a mini*n„**+
length of 50 feet is required in accordance with Rule .1005(2)(b)(iii) of this Section;
(5) Stormwater controls shall be designed in accordance with the provisions of this Section.
Other designs may be acceptable if these designs are shown by the applicant, to the
satisfaction of the Director, to provide equivalent protection;
(6) In accordance with the Antidegradation Policy as defined in 15A NCAC 2B .0201,
additional control measures may be required on a case -by -case basis to maintain and
protect, for existing and anticipated uses, waters with quality higher than the standards;
and
(7) Stormwater control measures used for sedimentation and erosion control during the
construction phase must be cleaned out and returned to their designed state.
(d) Infiltration System Requirements. Infiltration systems may be designed to provide infiltration of the
entire design rainfall volume required for a site or a series of successive systems may be utilized.
Infiltration may also be used to pretreat runoff prior to disposal in a wet detention ponds. The following
are general requirements:
(1) Infiltration systems shall be a minimum of 30 feet from surface waters and 50 feet from
Class SA waters;
(2) Infiltration systems shall be a minimum distance of 100 feet from water supply wells;
(3) The bottom of infiltration systems shall be a minimum of two feet above the seasonal
high water table;
(4) Infiltration systems must be designed such that runoff in excess of the design volume
by-passes the system and does not flush pollutants through the system;
(5) Infiltration systems must be designed to completely draw down the design storage
volume to the seasonal high water table under seasonal high water conditions within five
days and a hydrogeologic evaluation may be required to determine whether the system
can draw down in five days;
(6) Soils must have a minimum hydraulic conductivity of 0.52 inches per hour to be suitable
for infiltration;
(7) Infiltration systems must not be sited on or in fill material, unless approved on a
case -by -case basis under Paragraph (h) of this Rule;
(8) Infiltration systems may be required on a case -by -case basis to have an observation well
to provide ready inspection of the system;
(9) If runoff is directed to infiltration systems during construction of the project, the system
must be restored to design specifications after the project is complete and the entire
drainage area is stabilized.
(e) Wet Detention Pond Requirements. These practices may be used as a primary treatment device or as a
secondary device following an infiltration system. Wet detention ponds shall be designed for a specific
pollutant removal. Specific requirements for these systems are as follows:
(1) The design storage volume shall be above the permanent pool;
(2) The discharge rate from these systems following the one inch rainfall design storm shall
be such that the draw down to the permanent pool level occurs within five days, but not
in less than two days;
(3) The design permanent pool level mean depth shall be a minimum of three feet and shall
be designed with a surface area sufficient to remove 85 percent of total suspended solids.
The design for 85 percent total suspended solids removal shall be based on "Methodology
for Analysis of Detention Basins for Control of Urban Runoff Quality" which is hereby
incorporated by reference not including subsequent amendments. This document is
available from the U.S. Environmental Protection Agency (Document number
EPA440/5-87-001) At no cost;
(4) The inlet stricture must be designed to minimize turbulence using baffles or other
appropriate design features and shall be located in a manner that avoids short circuiting in
the pond;
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(5) Pretreatment of the runoff by the use of vegetative filters may be used to minimize
sedimentation and eutrophication of the detention pond;
(6) Wet detention ponds shall be designed with a forebay to enhance sedimentation at the
inlet to the pond;
(7) The basin side slopes for the storage volume above the permanent pool shall be stabilized
with vegetation down to the permanent pool level and shall be designed in accordance
with Subparagraph (c)(2) of this Rule;
(8) The pond shall be designed with side slopes no steeper than 3:1 (horizontal to vertical);
(9) The pond shall be designed to provide for a vegetative shelf around the perimeter of the
basin. This shelf shall be gently sloped (6:1 or flatter) and shall consist of native
vegetation;
(10) The pond shall be designed to account for sufficient sediment storage to allow for the
proper operation of the facility between scheduled cleanout periods.
(f) Vegetative Filter Requirements. Vegetative filters shall be used as a non-structural method for
providing additional infiltration, filtering of pollutants and minimizing stomlwater impacts. Requirements
for these filters are as follows:
(1) A distribution device such as a swale shall be used to provide even distribution of runoff
across the width of the vegetative filter;
(2) The slope and length of the vegetative filter shall be designed, constructed and
maintained so as to provide a non -erosive velocity of flow through the filter for the 10
year storm and shall have a slope of five percent or less, where practicable; and
(3) Vegetation in the filter may be natural vegetation, grasses or artificially planted wetland
vegetation appropriate for the site characteristics.
(g) Curb Outlet Systems. Projects that meet the low density provisions of Rules .1005 through .1007 of
this Section may use curb and gutter with outlets to convey the stormwater to grassed swales or vegetated
areas prior to the runoff discharging to vegetative filters or wetlands. Requirements for these curb outlet
systems are as follows:
(1) The curb outlets shall be located such that the swale or vegetated area can carry the peak
flow from the 10 year storm and the velocity of the flow shall be non -erosive;
(2) The longitudinal slope of the swale or vegetated area shall not exceed five percent, where
practicable;
(3) The side slopes of the swale or vegetated area shall be no steeper than 5:1 (horizontal to
vertical). Where this is not practical due to physical constraints, devices to slow the rate
of runoff and encourage infiltration to reduce pollutant delivery shall be provided;
(4) The minimum length of the swale or vegetated area shall be 100 feet; and
(5) In sensitive areas, practices such as check dams, rock or wooden, may be required to
increase detention time within the swale or vegetated area.
(h) Alternative Design Criteria. In addition to the control measures outlined in Paragraphs (b), (d), (e), (f)
and (g) of this Rule, stormwater management systems -consisting of other control options or series of
control options may be approved by the Director on a case -by -case basis. This approval shall only be given
in cases where the applicant can demonstrate that the Alternative Design Criteria shall provide equal or
better stormwater control, equal or better protection of waters of the state, and result in no increased
potential for nuisance conditions. The criteria for approval shall be that the stormwater management
system shall provide for 85 percent average annual removal of Total Suspended Solids and that the
discharge rate from the system meets one of the following:
(1) the discharge rate following the one -inch desiga storin shall be such that the runoff
volume draws down to the pre -storm design stage within five days, but not less than two
days; or
(2) the post development discharge rate shall be no larger than predevelopment discharge
rate for the one year 24 hour storm.
(i) Operation and maintenance plans. Prior to approval of the development by the Division an operation
and maintenance plan or manual shall be provided by the developer for stormwater systems, indicating the
operation and maintenance actions that shall be taken, specific quantitative criteria used for determining
when those actions shall be taken, and who is responsible for those actions. The plan must clearly indicate
the steps that shall be taken and who shall be responsible for restoring a stormwater system to design
specifications if a failure occurs and must include an acknowledgment by the responsible party.
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Development must be maintained consistent with the requirements in these plans and the original plans and
any modifications to these plans must be approved by the Division.
0) System Design. Stormwater systems must be designed by an individual who meets any North Carolina
occupational licensing requirements for the type of system proposed. Upon completion of construction, the
designer for the type of stormwater system installed must certify that the system was inspected during
construction, was constructed in substantial conformity with plans and specifications approved by the
Division and complies with the requirements of this Section prior to issuance of the certificate of
occupancy.
History Note: Authority G.S. 143-214.1; 143-214.7, 143-215.1; 143-215.3(a);
E,,�`.' September 1, 1995.
15A NCAC 02H .1009 STAFF REVIEW AND PERMIT PREPARATION
(a) The staff of the permitting agency shall conduct a review of plans, specifications and other project data
accompanying the application and shall determine if the application and required information are complete.
The staff shall acknowledge receipt of a complete application.
(b) If the application is not complete with all required information, the application may be returned to the
applicant. The staff shall advise the applicant by mail:
(1) how the application or accompanying supporting information may be modified to make
them acceptable or complete; and
(2) that the 90 day processing period required in G.S. 143-215.1 begins upon receipt of
corrected or complete application with required supporting information.
(c) If an application is accepted and later found to be incomplete, the applicant shall be advised how the
application or accompanying supporting information may be modified to make them acceptable or
complete, and that if all required information is not submitted within 30 days that the project shall be
returned as incomplete.
History Note: Authority G.S.143-215.1; 143-215.3(a);
E.. September 1, 1995.
15A NCAC 02H .1010 FINAL ACTION ON PERMIT APPLICATIONS TO THE DIVISION
(a) The Director shall take final action on all applications not later than 90 days following receipt of a
complete application and with required information. All permits or renewals of permits and decisions
denying permits or renewals shall be in writing.
(b) The Director is authorized to:
(1) issue a permit containing such conditions as are necessary to effectuate the purposes of
G.S. 143, Article 21;
(2) issue permit containing time schedules for achieving compliance with applicable water
quality standards and other legally applicable requirements;
(3) deny a permit application where necessary to effectuate:
(A) the purposes of G.S. 143, Article 21;
(B) the purposes of G.S. 143-215.67(a);
(C) rules on coastal waste treatment, disposal, found in Section .0400 of this
Subchapter,
(D) rules on "subsurface disposal systems," found in 15A NCAC 18A .1900. Copies
of these Rules are available from the Division of Environmental Health, P.O.
Box 29535, Raleigh, North Carolina 27626-0535; and
(E) rules on groundwater quality standards found in Subchapter 2L of this Chapter.
(4) hold public meetings when necessary to obtain additional information needed to complete
the review of the application. The application will be considered as incomplete until the
close of the meeting record.
(c) If a permit is denied, the letter of denial shall state the reason(s) for denial and any reasonable measures
which the applicant may take to make the application approvable.
(d) Permits shall be issued or renewed for a period of time deemed reasonable by the Director.
NORTH CAROLINA ADMINISTRATIVE CODE December L 9 M page 11 of 13

ENR ENVIRONMENTAL MANAGEMENT COMMISSION TI5A • 02H 1000
History Note: Authority G.S. 143-215.1; 143-215.3(a);
Eff. September 1, 1995.
15A NCAC 02H .1011 MODIFICATION AND REVOCATION OF PERMITS
Any permit issued by the Division pursuant to these Rules is subject to revocation, or modification upon 60
days notice by the Director in whole or part for good cause including but not limited to:
(1) violation of any terms or conditions of the permit;
(2) obtaining a permit by misrepresentation or failure to disclose fully all relevant facts;
(3) refusal of the permittee to allow authorized employees of the Department of
Environment, Health, and Natural Resources upon presentation of credentials:
(a) to enter upon permittee's premises on which a system is located in which any
records are required to be kept under terms and conditions of the permit;
(b) to have access to any copy and records required to be kept under terms and
conditions of the permit;
(c) to inspect any monitoring equipment or method required in the permit; or
(d) to sample any discharge of pollutants;
(4) failure to pay the annual fee for administering and compliance monitoring.
History Note: Authority G.S. 143-215.1; 143-215.3(a);
Eff. September 1, 1995.
15A NCAC 02H .1012 DELEGATION OF AUTHORITY
For permits issued by the Division, the Director is authorized to delegate any or all of the functions
contained in these Rules except the following:
(1) denial of a permit application;
(2) revocation of a permit not requested by the permittee; or
(3) modification of a permit not requested by the permittee.
History Note: Authority G.S. 143-215.3(a);
Eff. September 1, 1995.
15A NCAC 02H .1013 GENERAL PERMITS
(a) In accordance with the provisions of G.S. 143.215.1(b)(3) and (4), general permits may be developed
by the Division and issued by the Director for categories of activities covered in this Section. All activities
in the State that received a "Certificate of Coverage" for that category -from the Division shall be deemed
covered under that general permit. Each of the general permits shall be issued individually under G.S.
143-215.1, using all procedural requirements specified for state permits including application and public
notice. Activities covered under general permits, developed in accordance with this Rule, shall be subject
to the same standards and limits, management practices, enforcement authorities, and rights and privileges
as specified in the general permit. Procedural requirements for application and permit approval, unless
specifically designated as applicable to individuals proposed to be covered under the general permits, apply
only to the issuance of the general permits. After issuance of the general permit by the Director, activities
in the applicable categories may request coverage under the general permit, and the Director or his designee
shall grant appropriate certification. General permits may be written to regulate categories of other
activities that all: involve the same or substantially similar operations; have similar characteristics; require
the same limitations or operating conditions; require the same or similar monitoring; and in the opinion of
the Director are more appropriately controlled by a general permit.
(b) No provision in any general permit issued under this Rule shall be interpreted to allow the permittee to
violate state water quality standards or other applicable environmental standards.
(c) For a general permit to apply to an activity, a Notice of intent to be covered by the general permit must
be submitted to the Division using forms provided by the Division and, as appropriate, following the
application procedures specified in this Section. If all requirements are met, coverage under the general
NORTH CAROLINA ADMRGST A IVE CODE ' FJ&ctfw Dmmhw 1 19" Page 12 of 13

ENR ENVIRONMENTAL MANAGEMENT COMMISSION TI SA • 02H 1000
permit may be granted. If all requirements are not met, a long form application and full application review
procedure shall be required.
(d) General permits may be modified and reissued by the Division as necessary. Activities covered by
general permits need not submit new Notices of Intent or renewal requests unless so directed by the
Division. If the Division chooses not to renew a general permit, all facilities covered under that general
permit shall be notified to submit applications for individual permits.
(e) All previous state water quality permits issued to a facility which can be covered by a general permit,
whether for construction or operation, are revoked upon request of the permittee, termination of the
individual permit and issuance of the Certification of Coverage.
(f) Anyone engaged in activities covered by the general permit rules but not permitted in accordance with
this Section shall be considered in violation in G.S. 143-215.L
(g) Any individual covered or considering coverage under a general permit may choose to pursue an
individual permit for any activity covered by this Section.
(h) The Director may require any person, otherwise eligible for coverage under a general permit, to apply
for an individual permit by notifying that person that an application is required. Notification shall consist
of a written description of the reason(s) for the decision, appropriate permit application forms and
application instructions, a statement establishing the required date for submission of the application, and a
statement informing the person that coverage by the general permit shall automatically terminate upon
issuance of the individual permit. Reasons for requiring application for an individual permit may be:
(1) the activity is a significant contributor of pollutants;
(2) conditions at the permitted site change, altering the constituents or characteristics of the
site such that the activity no longer qualifies for coverage under a general permit;
(3) noncompliance with the general permit;
(4) noncompliance with Commission Rules;
(5) a change has occurred in the availability of demonstrated technology or practices for the
control or abatement of pollutants applicable to the activity; or
(6) a determination that the water of the stream receiving stormwater runoff from the site is
not meeting applicable water quality standards.
(i) Any interested person may petition the Director to take an action under Paragraph (h) of this Rule to
require an individual permit.
6) General permits may be modified, terminated, or revoked and reissued in accordance with the authority
and requirements of Rules .1010 and .1011 of this Section.
History Note. Authority G.S. 143-215.1; 143-215.3(a);
Eff. September 1, 1995.
NORTH CAROLINAARAIMSTRATiVE CODE FJbK&e Dscemdwr 1 IM Page 13 of 13

ijik„� +,..

NEW HANOVER COUNTY
STORM WATER MANAGEMENT ORDINANCE
ADOPTED SEPTEMBER 5, 2000

NEW HANOVER COUNTY
STORM WATER MANAGEMENT ORDINANCE
AND
STORM WATER DESIGN MANUAL,
ADOPTED SEPTEMBER 59'2000
By action of the New Hanover County Planning Board at its
September 5, 2000 meeting, the following Storm Water
Management Ordinance and Storm Water Design Manual
were adopted.

NEW HANOVER COUNTY
STORM WATER MANAGEMENT ORDINANCE
ADOPTED SEPTEMBER 59 2000
SECTION TITLE PAGE
ENACTMENT 1
PREAMBLE 1
SECTION I
Authority
1
SECTION II
Jurisdiction
1
SECTION III
Title
1
SECTION IV
Purposes
1
SECTION V
Objectives
1
SECTION VI
.Policies
2
SECTION VII
Definitions
3
SECTION VIII
Right -of -entry
7
SECTION IX
Assessments for Regional Projects
7
SECTION X
New Development
g
SECTION XI
Illicit Discharges and Improper Disposal
11
SECTION XII
Industrial and Related Activities
13
SECTION XIII
Enforcement
13
SECTION XIV
Appeals
17

NHC Storm Water Management Ordinance
Adopted September 5, 2000
NEW HANOVER COUNTY
STORM WATER MANAGEMENT ORDINANCE
ENACTMENT
An ordinance establishing regulations for storm water management within the County of New
Hanover, North Carolina and for the administration, enforcement, and amendment thereof, in accordance
with the poivisions of the North Carolina Statutes 153-A Article I inclusive.
PREAMBLE
WMMAS, in order to promote the health, safety and general welfare and to safeguard the
natural and man made resources of the County by regulating the quality and quantity of storm water runoff, it is desirable and�necessary to adopt the Storm Water Management Ordinance far. the unincorporated areas of New Hanover County as hereinafter set forth.
NOW THEREFORE, be it ordained by the County of New Hanover, North Carolina as follows:
SECTION I
Authority
The provisions of this ordinance are adopted under the authority granted by the General Assembly
ofNorth Carolina. (General Statutes 153-A, Article 18)
SECTION II
Jurisdiction
The regulations set forth in this ordinance shall be applicable to all territory within the
unincorporated areas of the County. of New Hanover and shall govern the development and use of land and
structures therein.
SECTION III
Title
. . This ordinance shall be'lmown as the New Hanover County Storm Water Mane ement Ordinance.
SECTION IV
Purposes
The purpose of this ordinance is to protect andpromote the public health, safety and general
welfare, and to safeguard the natural and man-made resources of the County by regulating storm water
runoff. This purpose is- accomplished by imposing conditions and requirements upon m0stmg and Jr —'posed
de-velop ii ac4ivities; and'by establishing procedures by which these requirements and conditions are to
be administered and enforced.
SECTION V
Objectives
The objectives of this ordinance are:
0) To establish the County's storm water management program
(2) To identify areas prone to flooding;
(3). To prevent the creation of new flood prone areas;
(4) To reduce the discharge of pollutants to the maximum extent practicable by controlling
storm water discharge rates and encouraging the use of best management practices,
Page 1

NHC Storm Water Management Ordinance
Adopted September 5, 2000
structural and/or nonstructural storm water quantity and quality control measures and
other provisions;
(5) To reduce erosion associated with storm water runoff;
(6) To provide for the inspection and proper maintenance of structural and nonstructural
storm water facilities-
(7) To prohibit non -storm water discharges and require the removal of illicit discharges;
(8) To prevent improper disposal of materials that degrade water quality;
(9) To permit sampling and monitoring for pollutants such as those associated with illicit
discharges, improPer disposal, industrial and construction activities, and the application
of pesticides, and fertilizers; and
(10) To provide for the enforcement of the County's storm water management program.
SECTION VI
Policies
6.1 General
The County has a role in the management of storm water through authorization, planning,
construction, operation and maintenance of facilities to reduce theadverse effects of
storm water runoff and to satisfy state and federal statutes and regulations.
6.2 Property Owner Responsibility
It shall be the responsibility of individual property owners of land within the
unincorporated area of the County, whether developed or undeveloped, to maintain
storm water conveyance facilities, such as waterways, streams, creeks, &khes, swales,
channels, canals, conduits and culverts, and storm water control facilities, such as ponds
and lakes within their property. Where conditions of existing storm water facilities are
determined to be deficient and a public nuisance, and the property owner fails to correct
the deficiencies after being notified by the County, the County may arrange for the
deficiencies to -be corrected and recover all costs thereto from the property owner.
However, the recovery of costs from property owners is subject to appeal as described in
Section MV.
6.3 New Development
It is the policy of the County that all land within the unincorporated areas of the County
to be developed, shall have sufficient storm water management controls to provide
adequate protection of life, property and natural resources. To .this end, as a m;,_ ,—,•,,,m,
all land disturbing activity subject to this ordinance, shall Provide -sufficient management
Of pod -development runoff from the 2-year, 10-year, and 25-Year frequency storms such
that the discharge rates of post -development storumter runoff do not exceed the pre -
development rates.
6A Redevelopment
'It is the policy of the County that an'land within the unincorporated areas of the County
to be redeveloped shall improve storm water management controls of the site as currently
developed, in order to better provide protection of life, property and natural resources.
To this end, as a minimum, any redevelopment activity subject to this ordinance shall
provide sufficient management of post -redevelopment runoff from the 10-year frequency
storm such that the discharge rate of post -redevelopment storrowater runoff does not
exceed the pre-development.rates.
6.5 Limitations of Ordinance
This ordinance does not imply that properties within the unincorporated area shall always
be free from flooding or flood damage, surface water stagnation or non point source
pollution or that all flood control and water treatment projects to control the. quantity and
quality of runoff can be constructed cost-effectively. Nothing whatsoever in this
Page 2

NSC Storm Water Management Ordinance
Adopted September 5, 2000
ordinance should be construed as or be deemed to create additional duties on the part of
the County of New Hanover or hold the County liable for any damages incurred in a
flood or from -adverse water quality due to Storm water runoff. Nothing in this ordinance
shall be deemed to waive the County's immunity, or defenses under state law or reduce
the need or necessity for flood insurance.
6.6 Consistency with County, State and Federal Rules and Regulations
The reguirements of this ordinance shall be enacted, administered and enforced
consistently with the requirements of New Hanover County, the State of North Carolina
and the Federal Government for controlling storm water quality and quantity. If the
requirements of this ordinance are found to conflict with other rules and regulations of
New Hanover County -or the rules and regulations of the State Of North Carolina and the
Federal Government, the more stringent or higher requirements shall govern.
SECTION VII
Definitions
7.1 General
(1) For the purpose of this ordinance, certain berms or words used herein shall be
interpreted as -follows:
7.2 Tense and Number
(1) The present tense includes the future tense, and the future tense.. includes the present
tense.
(2). The singular number includes the plural number, the plural number includes the
singular number.
7.3 Word Interpretations
(1) The word `may" is permissive..
(2) The words "shall" and "will" are mandatory,.
(3) The word "County" shall mean the County of New Hanover, North Carolina.
(4) The words "Planning: Board" shall mean New Hanover County Planning Board.
(5) The words ."County Commissioners" shall mean the County Commissioners of New
Hanover County, North Carolina.
(6) The word `person" includes fitYL4 association, organization, partnership, host,
cOMPanY, m' corporation, as well as an individual.
(7) Words not defined in this manual shall be defined by the -latest version' of the
Webster's Dictionary.
7.4 Definitions
APPlicant. The owner of a site who executes the forms required for requesting
the authorization to constrict a project pursuant to this ordinance.
Application: Application form to be submitted by applicant requesting the
authorization of the County to construct a project pursuant to this ordinance.
Authoritation-To-Cdnstruct: Following the satisfactory review of the
application form and supporting documents whereby the County. ends that the
application and supporting documents are consistent with the requirements of
this ordinance, the County will issue an Authorization To-Construet.
Best management pracace M"): A structural or nonstructural management_
based practice used Singularly or in combination to reduce non -point source
inputs to receiving waters in order to achieve water quality protection goals.
BUM -upon area: That portion of a development project that is covered by
impervious or partially impervious cover including buildings, pavement, gravel
and turf (for pedestrian or vehicular use), recreation facilities (e..g. tennis courts),
etc. (Note: wooden slatted decks and the water area of a swimming pool are not
considered built -upon area.)
Wage 3

NSC Storm Water Management Ordinance
Adopted September 5, 2000
Certificate of Completion:. Signed, sealed and dated certificate prepared by an
authorized design professional which states that the construction authorized by
the authorization -to -construct as issued by the County has been completed.
Certif sate of Occupancy: The certificate from the New Hanover County
Inspections Department allowing the occupancy of a building.
Connection: Any ditch, pipe, or other device for the diversion or transmission
Of storm drainage which will in any way affect the operation or maintenance of
the receiving storm water conveyance.
Design Professional.• Storm water systems must be designed by an individual
who meets the North Carolina occupational licensing requirements for the type
of storm water system proposed.
Detention: The collection and storage of storm water runoff with subsequent
discharge to surface waters.
Developed Land: Parcels altered from a natural state by construction or
installation of impervious surfaces. For new construction, the County shall
consider parcels developed upon the issuance of the Authorization -To -Construct
Pursuant to this ordinance.
Developer. A person engaged in land, site, or building development.
Drainage Nuisance. Unapproved obstructions of swales, ditches, culverts,
Pipes, or other storm water conveyances shall constitute a drainage nuisance.
Excavation: Any act, or the conditions resulting therefrom, by which soil,
earth, sand, gravel, rock or similar material is cut into, dug, quarried, uncovered,
removed, displaced or relocated.
Facility: Shall mean a storm water management facility, and shall include all
land, materials, and appurtenances used in construction and operation of said
facility. Facilities include, but are not necessarily limited to, constructed
wetlands, infiltration systems, retention ponds, detention ponds, .grassed swales,
ditches, etc.
Fill.' Any act ar the conditions resulting therefrom, by which soil, earth, sand,
gravel, rock or any similar material is deposited, placed, pushed, pulled or
transported.
Floodpldn:. AW area susceptible to being im undated by water from any source.
For the purposes of this ordinance all development activity govern by this
ordinance shall be evaluated for the flood conditions anticipated for the 100-year
frequency stomr.
Garbage: Animal and vegetable refiise resulting from the handling, preparation,
.cooking and consumption of food, including a minimum amount of liquid
:necessarily incident thereto. k _
'Grading." Any act causing disturbance of the earth. This shallinclude but not
be limited to any excavating, filling, stockpiling or earth materials, grubbing,
root mat or topsoil disturbance, or any combination of such
Having control over. Shall mean but not be limited to any person using,
transferring, storing, or transporting a hazardous material immediately prior to
release of such hazardous material on the land or into the air or the waters.
gazru'dous rat &I - Any substance which, when discharged in any quantity,
may Prat an eminent and substantial danger to -the public health or welfare or
to the environment.
Hazardous material response: The sending of .fire department resources to
abate hazardous materials which endanger the health or safety of persons or the
environment.
Illicit Discharge: Any discharge to a municipal separate storm sewer that is not
composed entirely of storm water except discharges pursuant to a NPDES
Permit (other than the NPDES permit for discharges from the municipal separate
"storm sewer) and discharges resulting from firefighting activities.
Impervious: Any material that impedes or prevents the natural filtration of
water into the soil.
Page 4

NHC Storm Water Management Ordinance
Adopted September 5, 2000
Impervious Surface Areas: Areas of impervious material including but are not
limited to roofs, driveways, patios, sidewalks, parldng areas, tennis courts,
concrete or asphalt streets, crushed stone, and gravel.
Imperviousness: The degree to which a site is impervious,
Infiltration: The recharge of storm water runoff into the subsurface soil.
Lana DisturbingAdivity: Any earth movement and land use changes which
may result in soil erosion or the movement of sediments into waters or onto
other lands, including, but not limited to, tilling, clearing, grading, excavating,
stripping, filling and related activities, and the covering of land surfaces with
any structure or impermeable material. Except, mowing and bush hogging
operations, which not disturb the .root mat shall not be considered land
disturbing activity..
Municipal Separate Storm Sewer: A storm water conveyance or system of
conveyances (including roads with drainage systems, municipal streets, catch
basins, curbs, gutters, ditches, manmade channels, or storm drains).
Natlonal Pollutant Discharge Elimination System (NPDES): A permitting
system established by Section 4o2 of the Clean Water Act. NPDES permits are
issued by the State of North Carolina for discharges directly to the surface
waters of the state. .
Natural Ground Surface: The ground surface in its original state before any
land disturbing activity.
New Development: Any activity for which a building permit or a grading
Permit is required, or where any Land Disturbing Activity'occurs, except for the
construction of a single family home not govern by the New Hanover County
Subdivision Ordinance.
Off -Site Facility: With respect to any particular properly, shall mean a storm
water management facility serving said property but not located a said
Party
On- to Facility: With respect to any particular property, shall mean a storm
water management facility serving the subject.property and located thereon.
Owner: The owner or owners of a site on which land disturbing activity is, will,
or has been done.
Permit: Any and all permits required by federal, state and local ordinances, and
regulations.
Permittee: Any person to whom a permit is issued.
Person: Any individual, corporation, partnership, joint venture, agency,
unincorporated association, municipal corporation, County, state, or federal
agency or any combination thereof.
Phased Development: The development of land by phasing over an extended
period of time.
Post -Development State: A site in its proposed condition following the
completion of a development activity.
Pre -Development state: A site in its natural condition prior to any development
activity.
Private Facility: Any storm water management facility not owned and operated
by the County.
Public Facility: Any storm water management facility owned and operated by
New Hanover County, Municipalities or State of North Carolina.
redevelopment.• The substantial modification of existing developed areas, not
to include hiterior remodeling or modifications which do not include substantial
modifications to the impervious surface of the facility.
Mention: The collection and storage of storm water runoff without subsequent
discharge to surface waters.
Sediment Control (Land Disturbance) Permit: The sediment control permit
issued by the New Hanover County or the State of North Carolina authorizing
land disturbing activities in accordance with applicable ordinances and
regulations.
Page 5

NSC Storm Water Management Ordinance
. Adopted September 5, 2000
Single -Family Residential Use. One residential structure on one parcel
containing only one housing unit.
Site: That portion of land, lot or parcel of land, or combination of contiguous
lots or parcels of land upon which land disturbing activity is to be performed.
Site expansion: The addition of new building(s), structures, parking lot(s), or
any other new impervious surface to the site. Construction of any new
unpervious surface on an area previously impervious, which does not meet the
definition of redevelopment, as defined in this section shall be considered as
expansion. .
Storm Water Conveyance: Any feature of the landscape or earth, manmade or
natural, which carries water in a concentrated flow.
Storm Frequency: The average recurrence interval, in years, between rainfall
events which equal or exceed the given event, The magnitude and frequency of
the anticipated rainfall events are based on statistical data recorded and
maintained by the National Climatic Data Center. For example a 2-year
frequency storm is a storm of an intensity expected to occur on the average, at
least once in two (2) years, andof a duration which will produce the peak rate of
runoff for the watershed of interest.
Storm Water Design Manual The current storm water design manual of New
Hanover County available for purchase from the County.
Storm Water Discharge: Conveyance of storm water discharge into waters of
the United States.
Storm Water Management.- The qualitative and quantitative measures for
controlling storm water runoff. Qualitative controls consist of vegetative,
structural, and other measures which control or treat pollutants carried by
surface runofL Quantitative controls consist of vegetative and structural
measures which control.the increased volume and rate of surfacc runoff caused
by Haan made.changes to the land and have the effect of maintaining the
predevelopment patterns of flood magnitude and frequency.
Storm Water Management Plan: A plan designed in accordance with the New
Hanover County Storm Water Design Manual to minimize flooding, water
quahty imPRcts and erosion, prevcnt off site sedimentation and manage storm
water runoff, submitted as a prerequisite to obtaining an Authorization -To.
Construct. The plan shall be prepared and designed in accordance with this
ordinance, all other County regulations, and applicable state and federal laws
and regulations.
Storm Water System: All man-made structures or natural features within the
New Hanover County that serve to provide for. -conveyance of.storm water
runoff water resulting from natural storm events. Components of the storm
water system include but are not limited to swales, ditches, pipes, channels,
creeks, ponds, weirs, culverts, manholes, swales, inlet structures, res, and infiltration
fields.
SupportingDocuments: Plans, profiles, details, specifications, calculations,
deeds, easements, covenants, operation and maintenance plans, maps .delineating
the 404 wetlands on the site signed by the U.S. Army Corps of Engineers, sons
investigation data, and other such material as may be required by the County to
review the "Application for Authorization -To -Construct" for a project pursuant
to this ordinance.
Undeveloped Land. • Land that does not meet the definition of developed land.
Water Course Or Drainage way: Any natural or artificial water curse,
including, but not limited to: streams, rivers, creeks, ponds, lakes, ditches,
.channels, canals, conduits, culverts, drains, waterways, gullies, ravines, or
washes in which waters flow in a definite direction or course, either
continuously or intermittently, and including any area adjacent thereto which is
subject to inundation by reason of overflow of flood wager.
Wetlands (404 Wetlands): Wetlands means those areas defined by the U.S.
Army Corps of Engineers as Jurisdictional 404 wetlands.
Page 6

NHC Storm Water Management Ordinance
Adopted September 5, 2000
SECTION VIII
Right -of -entry
8.1 General
The County shall have right -of -entry on or upon the property of any person subject to this
ordinance and any construction authorization issued hereunder. The County shall be
provided ready access to all parts of the premises for the purposes of inspection,
monitoring, sampling,inventory, records examination and copying, and the performance
of any other duties necessary to determine compliance with this ordinance.
81 'Where a person has security measures in force which require -proper identification and
clearance before entry into its premises, the person shall make necessary arrangements
with its security guards so that, upon presentation of suitable identification, the County
will be permitted to enter without delay for the purposes -of performing specific
responsibilities.
8.3 The County shall have the right to set up on the persons property such devices as are
necessary to conduct sampling and/or metering of .the person's operations as it applies to
this ordinance.
8.4 Any temporary or Permanent obstruction to safe and easy access to the areas to be
inspected and/or monitored shall be removed promptly by the person at the written or
verbal request of the County, The costs of clearing such access shall be bonne by the
person.
8.5 The County may inspect the, facilities of any user in older to ensure compliance with tins
ordinance. Such inspection shall be made with the consent of the owner, manager, or
signatory official. If such consent is refused the County may -seek issuance or an
administrative search warrant.
SECTION EK
Assessments for P.,eanal.Projects
9.' ProPeM owners of single-family homes, townhouses and
condominium properties can
request that County Commissioners approve a resolution that allows stoma water
improvement costs to be assessed against -the property as a lien.
9.2 The County Commissioners shall determine winch storm water improvements inside
shalt be provided and the type of solution, either piping or non piping, for the
improvement. The Commissioners shall likewise determine the amount of construction
cost to be borne by the petitioners and the amount, if any, to be borne by the County.
9.3 Unless pardaily or completely funded by the .County, the assessment formula for storm
water improvements shall be set at a rate that recovers one hundred (100) percent of the
construction cost; including engineering, labor and materials.
9.4 The assessments shall be payable in equal installments, which installments will bear
interest at a rate to be fixed in the assessment resolution not to exceed the annual rate
allowed by law. Such interest shall begin from the crate of confirmation of the assessment
roll; Provided, that any such assessment may be paid in full in cash without the addition
of interest within thirty (30) days from the date of publication of the notice of the
confirmation of the assessment roll. The first of the installments with interest thereon
shall become due and payable thirty (30) days after the publication of the notice
hereinabove required to be published, and one (1) subsequent installment with interest
Page 7

NHC Storm Water Management Ordinance
Adopted September 5, 2000
thereon shall be due and payable on the same day of the month until the assessments have
been paid in full.
9.5 Property owners of single family homes, townhouses and condominium properties may
also request County Commissioners adopt a resolution providing that certain storm water
imFrovement projects be funded entirely by Tine County. Projects will be qualified
relative to -availability of budgeted funds and the County shall determine the type of
storm water improvement solution to be applied Project eligibility for one hundred (100)
percent funding slxall be determined, based on criteria which includes, but is not. limited
to (1) the degree drainage is contributing to- a public safety and/or health hazard; (2)
relative amount of public storm water runoff being conveyed by drainage. system; (3)
anticipated negative environmental impacts (required mitigation); and (4) consistency
with an approved storm water master plan.
9.0 The County Commissioners may adopt a resolution to establish storm Water/Drainage
districts that may be funded by a district tax providing, revenues collected within a
district are used within the district for the enhancement of the districts storm water
management, maintenance or expansion.
SECTION X
New Development
Storm water runoff measures for new development shall be designed; constructed and maintained
by the owner of the property in accordance with the provisions of this ordinance.
10.1 Applicability
(1) Any development activity that will result in the accumulati f tho
(2)
(3)
(4)
(5)
(10,000) square feet or more of ' ono ten usand
m�gervious surface area on any site, other than a
single-family residence in any development not regulated by the New Hanover
County Subdivision Ordinance, is required to obtain a written "Authorization -To.
Construct" from the County.
Any redevelopment activity which disturbs less than one acre that will result in no
additional impervious surface area is not required to obtain a written "Authorization
To -Construct" from the County. Any redevelopment activity for a site with ten
thousand (10,000) square feet or more of existing impervious surface area which will
result in more than three thousand (3,000) square feet of additional impervious
su>�ee area is required to obtain a written "Authorimtion To -Construct" from the : k
County Any redevelopment activity for a site with less than ten thousand (10,000)
square feet of existing impervious surface area which will result in additional
impervious surface area shall be required to obtain a written."Authorization.To-
.Conatruct' from the County if the total area of impervious surface exceeds thirteen
thousand (13,000). square feet. The relocation of impervious surfaces shall be
allowed within the project,
A:o land-distrsrbirg activity may begin on a site meeting the requirements of
subsection 10.l(1) and subsection 10.1(2) until the provisions of this ordinance have
been satisfied and the County has issued an "Authorization To -Construct" for the
land -disturbing activity.
Whenever a site is redeveloped as set forth in subsection 10.1(2), storm water
management shall be proVided in accordance with the provisions the, redevelopment
sectiorls(s) of this ordinance for the entire site, even if the redevelopment activity
results id less impervious area than previously existed on the site. When a building
on a site is redeveloped, or completely replaced, then the new impervious area shall
includg the total impervious area after redevelopment
Whenever a site is expanded as set forth in subsection 10.10) of this section, the
expanded portion of the facilities shall comply with this ordinance. Whenever the
expansion equals or exceeds fifty (50) percent of the existing development, the
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project shall be considered'Wdevelopment" and the entire project shall be required
to comply with this ordinance.
(6) All projects subject to the provisions of this ordinance shall require the issuance of
an "Authorization -To -Construct! ' by the County before receiving approvals of
preliminary plats for subdivisions, and building permits for non -subdivision projects.
-(7) . The construction of single-family residences on single family lots of record and valid
Preliminary subdivision plans on the effective date of this ordinance shall be exempt
from this ordinance.
10.2 . Duty and Responsibility of the owner
It shall be the duty and responsibility of all property owners, in order to abate and prevent
nuisances resulting from improper drainage, to provide at their own expense a proper and
adequate -drainage system of their respective premises in accordance with the provisions
of this ordinance.
10.3 . Application for "Authorization -To -Construct"
A person desiring to develop or redevelop land subject to the provisions of this ordinance
shall request an "Authorization To -Construct" by submitting a completed application
form, application. feei.supporting documents, and certifications to the County. Upon
finding that the request is consistent with the provisions of this ordinance, the County
will issue an Authorization=Toyconstruct".
(1) Application Form: The application form for an "Authorization -To -Construct' may
be obtained from the County.
(2) Application Fees: Application fees shall be based on a fee schedule approved by the
County Commissioners.
(3) Supporting Documents: Supporting documents shall be submitted with the
application. The supporting documents shall consist of the following:
a) Naaative Statement which describes the
b) Copy of Deed(s), proposed development,
c) Two. (2) Sets of Plans which show the existing site conditions and the proposed
site improvements.
d) Calculations
e) Operation and Maintenance Plan
(4) Design Professional's Certification
The design professional preparing the plans, specifications and other supporting
documents subject to the provisions of this ordinance shall be, responsible for
PrePanng the Pam, specifications and other supporting documents in accordance
with the r+equkemeents of tip ondiaance and the New-Hajoer County Storm —Wailer
Design Manual. The design professional shall certify on the plans and the
application that the proposed impmvemenu shown on the plans have been designed
in accordance with the ordinance and manuaL
(5) Owner Certification
The owners) of the property to be developed or redeveloped shall certify on the plan
and the application the following:
a) Ownership of the property
b) Acceptance of responsibility to comply with the requirements of the New
Hanover County Storm Water Management Ordinance
c) Project will be constructed in accordance with plan =d the requirements of the
applicable ordinances and rules of New Hanover County, the State of North
Carolina and the federal goveanment
d) Proposed storm water management facilities will be operated aid maintained in
accordance with plan and the requirements of the applicable ordinances and
rules of Now Hanover County, the State of North Carolina and the federal
government
e) Ownership and responsibility to operate and maintain posed staomr water
management facilities shall not be transferred from owner without the written
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NHC Storm Water Management Ordinance
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authorization of the County. Owner shall record a. notice of issuance of the
Authorization -To -Construct in a font acceptable to the County.
10.4 County Review
The application and supporting documents shall be reviewed by the County. Upon
satisfactory review of the application form and supporting documents whereby the
County finds that the application and supporting documents are consistent with the
requirements of this ordinance, the County will issue an Authorization -To -Construct. If
no action is taken by the County within the time limits specified in the Design Manual the
Project will be deemed to have been approved and the County will immediately issue an
Authorization -To -Construct.
10.5 Limitation of County Review
The review of the application and supporting documents by the County shall be to
determine if the request submittal is complete and in accordance with the requirements of
this ordinance. Nothing whatsoever in the review should be construed as or be deemed to
create additional duties on the part of the County of New Hanover that are the
responsibilities of the Owner and the design professional.
10,6 Construction Authorization Conditions
AuthorizationTo-Construct shall include the following conditions:
(1) All other local, state and federal permits will be obtained before starting work
(2) All construction will be in accordance with the "Authorization To -Construct".
(3) Modifications may be requested, but may not be constructed without the issuance of
a revised "Authorization To -Construct".
(4) The owner shall arrange for adequate construction observation by a design
Professional who shall, upon project completion, certify to the completion of the
work in accordance with the "Authorization To -Construct".
(5) The County may visit the project and observe the progress of the work However
nothing whatsoever in the visit and observation of theproject should be construed as
or be deemed to create additional duties on .the part of the County of New Hanover
that are the responsibilities of the Owner and the design professional.
10.7 Construction Completion Certifications
Upon completion of the construction required by the "Authorization -To -Construct", the
owner shall deliver to the County the design professional's certification. The design
professional shall adequately observe the progress of the construction work
the "Authorization To-Constm uired by
' a #1ie:satisfactory of the work.the
design professional shall prepare a certification to the owner that the work required by
the "Authorization To -Construct" has been completed.
10.8 Final Plat and/or Certificate of Occupancy
The County shall not allow final plats to be recorded and certificates of occupancies to be
issued for any projects) until the County has accepted the construction completion
certification, or until a surety in the form and amount acceptable to the County has been
Posted by the owner. Certificates of occupancies cannot be issued until temporary
and/or pennaneat drainage facilities have been installed and have been certified as being
sufficient to protect the proposed improvements by the design professional. The surety is
not to exceed i 10% of file cost of the temporary and/or permanent facilities covered
within this ordinance and approved within the "Authorization- To -Construct".
10.9 Operation ark Maintenance Program
The owner shall be responsible for the operation and maintenance of the storm water
facilities. In the event repairs are needed to the storm water facilities, the owner(s) of
record, as ascertained from the New Hanover County Tax Record or such other public
documents that the County staff may choose to examine, shall be responsible for making
the repairs.
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NHC Storm Water Management Ordinance
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10.10 Transfer of Ownership Authorization for Storm Water Facilities Falling Within Common
Areas of a Development
Ownership of storm water facilities falling within the common areas of a development
shall not be transferred without the written authorization of the County. The application
form to transfer ownership may be obtained from the County Attorney. The application
fee for requesting authorization to change ownership shall be based on a fee schedule
approved by the County Commissioners. The supporting documents shall include the
following:
(1) Existing deed(s) and easement(s)
(2) Proposed deed(s) and easement(s)
(3) Existing "Authorization-To-Constnrce , application and supporting documents
(4) Any previous. completion certifications
(5) A certification from a design professional that the project has been inspected within
last thirty days and was found to be in compliance with the requirements of the
"Authorization -To -Construct"
(6) A certification by the proposed owner(s) that ownership of the storm water facilities
will be accepted by the proposed owner, if ownership transfer is authorized by the
County. In addition proposed owner certification shall state that the proposed
owners) will continue to operate and maintain the facilities in accordance with the
conditions, obligations and duties of the "Authorization To-Construce' and this
ordinance. .
10.11 Transfer of Ownership of Storm Water Facilities.Not Falling Within Common Areas of a
Development
Ownership of storm water :facilities, including but not limited to: grassed swales, ditches
and water carrying devices, that fall within the deeded areas of an individual parcel or
home site shall be transferred with the passing of a general warranty deed without the
written authorization of the County. The deed restrictions are to state that the owner
will continue to operate and maintain the facilities in accordance with the conditions, .
obligations and duties of the "Authorization -To -Construct" and this ordinance.
Acceptance of the general warranty deed shall be a certification that the proposed
owner(s) will continue to operate and maintain the facilities in accordance with the
conditions, obligations and duties of the "Authorization -To -Construct" and this
ordinance.
,SECTION XI,
Illicit Discharges and Improper Disposal
11.1 Prohibited Discharges.
(1) Illicit Connections
a) It shall be unlawful to use any stream or watercourse to carry•off water from any
Idtchen sink, lavatory, toilet, floor drain, shower, bathtub or privy, or to carry off
any fluid of an offensive or dangerous nature. No water or refuse from any -
industrial, commercial or institutional process, including uncontaminated water
used for heating or cooling; shall be discharged in any stream or watercourse by
any person until such person has obtained the appropriate local, state and federal
permits. .
b) Street and Utility Construction
Plans for all public and private streets. and utilities shall be submitted to the
County for review. Construction of streets and utilities shall not start until an
"Authorization To -Construct" has been issued. Work performed pursuant to an
"Authorization To -Construct" shall be inspected and certified as complete to the.
County by the design professional.
c) It shall be unlawful,- willfully or negligently to injure, deface, mutilate, destroy,
tamper or interfere with the County sewer system.
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(2) Improper DisposaL It shall be unlawful for any person to discharge non -storm water
to any storm water conveyance with the exception of the following:
a) Water line flushing
b) Diverted stream flows
c) Rising ground waters
d) Uncontaminated ground water infiltration (as defined at 40CFR 35.2005(20))to
separate storm sewers
e) Uncontaminated pumped ground water discharges from potable water sources
fl Foundation drains
g) Air conditioning condensation
h) Irrigation water
i) Springs
J) Water from crawl space pumps
k) Footing drains
1).. Lawn watering
m) Car washing at one's residence, not for hire
n) Flows from riparian habitats and wetlands
o) Dechlorinated.$wimming pool discharges
P) Street wash wafters
q) Discharges from firefighting
(3). Litter and Refuse Control
It shall be unlawful to throw, place or deposit any refuse in any street, public place,
on any private property, or in any conveyance within the County, except in garbage
receptacles. It shall be unlawful for any person to throw any garbage, refuse, grass,
Shrubbery, tree clippings, bottles, cans or containers of any kind upon the street
right-of-ways or any storm water conveyance, or upon the private premises of
another without the permission of the owner or person in control of the premises, or
upon any public property.
(4) Organic Waste
a) It shall be the duty of the property owner to keep piled leaves out of the gutter,
inlet, catch basin, or side ditch
b) It shall be unlawful to place stumps or any organic materials on any property,
public or private, except in those specific public areas designated for such use by
the Count' m' on Private property with the approval of the owner of the
PropertY-
c) It shall be unlawful to place grass clippings, leaves, tree and shrub clippings, or
any other yard wastes in any street, storm drain, stream, storm water
conveyance,. or any other location where concentrated -storm water flows will
wash such wastes into the storm sewers.
d) No Privy, animal pen or stable of any kind shall be permitted to stand so near
any stream, ditch, drain, or storm water conveyance of any kind that the
droppings therefrom will run into such stream, ditch, drain, or storm water
conveyance or in any way poison or contaminate the water therein; nor shall the
urine from anY Privy, animal pen or stable of any kind be allowed to fall or be
ciapdod. into any stream, ditch, drain, or storm water conveyance.
e) While maintaining adequate erosion control measures and compliance -with
Federal and State wetland regulations, every owner and every person in
Possession of any premises across or through which any stream or open ditch
runs, or on which any body of water is impounded shall keep the banks, bottoms
and edges free and clear of all vegetation which mig'aht grow in, on or overhang
into the water in such stream, ditch or other body of water and which thereby
results in impeding.the flow, creating stagnation, and/or impacting the water .
body's performance for water quantity or quality control.
Every owner and evert' Person in possession of any premises across .or through
which any stream or open ditch rums, or on which any body of water is
impounded shall not apply fertilize in excessive amounts in or around these
areas so as to cause vegetative growth at an rate or in a manner that will cause or
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.NHC- Storm Water Management Ordinance
Adopted September 5, 2000
result in impeding the flow; creating stagnation and/or impacting the water
body's performance for water quantity or quality control or at a rate that could
be considered an illicit discharge or create problems of a similar nature off site.
11.2 Spill Response
(1) Purpose and Authority. The County shall have the authority to -summarily abate,
control and contain hazardous materials, which are emitted into the environment in
such a manner as to endanger the health or safety of the general public or the
environment. The County shall have the authority to enter public or private property
with or without the owner's consent, to respond to such hazardous materials
emergencies. The County shall determine the type, amount and quantity of
equipment and personnel required to -adequately abate, control and contain all
hazardous materials which are emitted into the environment.
(2) Responsibility, fees and charges. The property owner and/or the person. exercising
:control Over the hazardous materials that create the hazardous material emergency
shall be held financially liable for the response, control, containment; equipment, and
materials costs incurred by the County fire department during the emergency. The
Property owe' and/or person exercising control over such hazardous material, may
Provide personnel to assist abatement, removal and remedial measures, provided
such personnel have been adequately equipped and trained pursuant to the
requirements of state and federal laws.. -The County shall not be liable for the use of
outside personnel. Assistance shall consist of any or all of the following:
a) Informing fire department personnel of all matters pertaining -to the incident;
b) SUPPlYing emergency response plan information for'the site;
c) Supplying emergency response equipment; personnel and materials.
The property owner and/or the person exercising control over the hazardous
materials shall be responsible for the costs of abatement, control and containment of
hazardous material responses or fire incidents involving hazardous materiaL Failure
Of the property owner and/or the person exercising control over the hazardous
materials to pay the County for the charges shall give the County a right to levy a
.lien upon the land or the premises where the hazardous material emergency arose
andthe levy shall be collected in the sme manner as unpaid taxes pursuant to the
authority of N.C.G.S.
(3) Fire incidents involving hazardous materials. In fire incidents- that involve hazardous
materials or an exposure to hazardous materials, no fee will be assessed for resources
normally associated with firefightiqg operations.
SECTION XII
Industrial and Related Activities
12.1 Review of storm water pollution prevention plans
The County may review the storm water pollution prevention plans required under a
facility's NPDES storm water duchargepermit when outf dl monitoring or the illicit
discharge/improper disposal program locates a suspected violator.
SECTION X H
Enforcement
13.1 Violations
Any of the following shall be a violation of this ordinance and shall be subject to the
enforcement remedies and penalties provided by this article and by state law:
(1) Development without permit. , To engage in arty development or redevelopment,
subject to the jurisdiction of this ordinance without all required "Authorization -To -
Construct", certificates, or other forms of authorization as set forth in this ordinance.
(2) Development inconsistent with permit. To engage in any development, use,
construction remodeling or other activity of any nature in any way inconsistent with
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NSC Storm Water Management Ordinance
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any approved required "Authorization -To -Construct" certificate, or other form of
authorization granted for such activity.
(3) Violation by act or omission. To violate, by act or omission, any term, variance,
modification, condition, or qualification placed by the County or its agent boards
upon any required permit, certificate, or other form of authorization of the use,
development, or other activity upon land or improvements thereon.
(4) Use in violation. To erect, construct, reconstruct, alter, repair, convert, maintain, or
use any building or structure or to use any Ind -in violation or contravention of this
Ordinance or any other regulation made under the authority conferred thereby.
(5) Continuing a violation. To continue any of the above violations is a separate and
distinct offense each day.
13.2 Civil penalties
(1) Illicit Connections
(a) Any person who is found responsible for an illicit connection shall receive a
notice of violation when the connection is discovered. The person shall have
thirty (30) days to remove the connection. At the end of that time if the
connection has not been removed, the County may enter the property and take
measures necessary to remove the connection and perform whatever cleanup or
abatement is necessary. If the person fails to remove the connection in the time
prescribed, the County may petition the superior court of justice, for the issuance
of an injunction to compel removal and payment; however, removal of the illicit
connection. shall be immediately upon the determination of the County that the
connection poses an imminent threat_ to public health.
(b) If any person who previously has .been found to have an illicit connection
reconnects to the municipal separate storm sewer; he shall be assessed a civil
penalty not to exceed five thousand dollars ($5,000.00). - The penalty shall
increase by twenty-five percent (25%) of the previous penalty amount for every
subsequent illicit connection made by the same person.. The penalty shall be in
addition to the cost of cleanup and abatement. If the person has or is required to
have a-stonn water discharge permit from the North Carolina Division of
Environmental Management, the County shall alert the appropriate state
authorities of the.violation. In determining the amount of the penalty the County
shall consider the following: .
1) The degree and extent of the harm to the natural resources, to the public
health, or to the public or private property resulting from the violation;
2) The duration and gravity of the violation; .
_ w... 3) The effect on:ground or surihc mater quality or on air quality,
4) The cost of rectifying the damage;
5) The amount. of money saved by noncompliance;
6) Whether the violation was .committed willfully or intentionally;
.n The prior record of the violator in complying or failing to comply with the
storm water quality management Program; and
8) The costs of enforcement to New Hanover County.
(2) Improfefl3isosal
(a) Process wastewater. Any person who is found to have improperly disposed of
Process wastewater to the municipal separate storm sewer shall be assessed a
civil penalty not to exceed five thousand dollars ($5,000.00). In determining the
amount of the penalty the County shall consider the following:
1) The degree and extent of the harm to the natural resources, to the public
health, or to the public or private property resulting from the violation;
2) The duration and gravity of the violation;
3) The effect on ground or: surface water quality or on air quality,
4) The cost of rectifying the damage;
5) The amount of money saved by noncompliance;
6) Whether the violation was committed willfully or intentionally;
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NHC Storm Water Management Ordinance
. Adopted September 5, 2000
7) The prior record of the violator in complying or failing to comply with the
storm wafer quality management program; and -
.8) The costs of enforcement to Now Hanover County.
b) Bulk sales. Any person who is found to have improperly disposed of any
substance that was purchased at a bulk sales location which, upon discharge to
the municipal separate storm sewer system or drainage network, would have an
adverse impact on water quality or cause the County to be in noncompliance with
any applicable environmental permit shall be assessed a civil penalty not to
exceed five thousand dollars ($5,000.00)._ In determining the amount of the
Penalty the County shall consider the following: .
1) The degree and extent of the harm to the natural resources, to the public
health, or to the public or private property resulting from the violation;
2) The duration and gravity of the violation;
3) The effect on ground or surface water quality or on air quality;
4) The cost of rectifyingthe damage;
5) The amount of money savedby noncompliance;
6) Whether the. violation was committed willfully or intentionally,
7) The prior record of the violator in complying or failing to comply with the
storm water quality management program; and
8) . The costs of enforcement to New Hanover County.
c) Household products. Any person who is found to have imprbperly disposed of
any substance that was purchased- over-the-counter for household, in quantities
considered normal for household purposes, which, upon discharge to the
municipal separate storm sewer system or drainage network, would have an
adverse impact on water quality or cause the County to be in noncompliance with
any applicable environmental permit shall be assessed a civil penalty not to
exceed five hundred dollars ($500.00). in determining the amount.of he civil..-.
penalty the County shall consider the following:
1) The degree and extent of the harm to the natural resources, to the public
health, or to the public or private property resulting from the violation;
2) The duration and gravity of the violation;
3) The effect on.ground or surface wafer quality or on air quality;
4) The cost of rectifying the damage,
5) The amount of money saved by noncompliance;
6) Whether the violation was committed willfully or intentionally;
7) The prior record of the violator in complying or failing to comply with the
storm water quality management program; and
- 4.. The costs of enferc f "to New Hanover.County..
d) Yard waste. An �-
ty` y person who is found to have improperly disposed of leaves,
grass clippings, or other yard wastes shall be assessed a civil penalty not to
exceed five hundred dollars ($500.00). In determining the amount of the penalty
the County shall consider the following:
1) The degree and extent.of the harm to the natural resources, to the public
health, or to the public or private property resulting from the violation;
2) The duration and gravity of the violation;
3) The effect on ground or surface water quality or on air quality;
4) The cost of rectifying the damage;
5) The amount of money saved by noncompliance;
6) Whether the violation was committed willfully or intentionally;
7) The prior record of the violator in complying or failing to comply with the
storm water quality management program; and
8) the costs of enforcement to New Hanover County.
e) Repeat violation. If a person is found to be responsible for more than one (1)
instance of improper disposal, the penalty shall increase by twenty-five percent
(25%) of the previous penalty amount for each. subsequent improper disposal.
The penalties shall be additional to the cost of clean-up and abatement.
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NSC .Storm Water Management Ordinance
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f) Failure to report. The Penalty assessed for any of the above violations shall be
increased by twenty-five percent (25%) of the amount assessed for any spill not
properly reported by the violator once he has knowledge of the violation,
(3) In the event there are subsequent penalties assessed by the state against the County
for improper disposal or illegal dumping, or illicit connection into the municipal
separate storm sewer system, caused by any person, such Pierson shall be assessed the
equivalent amount of civil penalty;
13.3 Public Nuisances
(1) Nuisances. The following enumerated and described conditions are found, deemed
and declared to constitute a detriment, danger and hazard to the health, safety, morals
and general welfare of the inhabitants of the County and are found, deemed and .
declared to be public nuisances.wherever the same may exist and the creation,
maintenance, or failure to abate any nuisances is hereby declared unlawful:
a) Any condition which constitutes a breeding ground or harbor for rats,
mosquitoes, harmful insects, or other pests.
b) Any open place of concentration of combustible items such as mattresses, boxes,
paper, automobile tires and tubes, garbage, trash, refuse, brush, old clothes, rags,
or any other- combustible materials or objects of a liko nature.
c) An open Place of collection of garbage, food waste, animal waste, or any other
rotten or putrescible matter of any land.
d) Any furniture, appliances, or metal products of any kind or nature openly kept
which have jagged edges of metal or glass, or areas of confinement.
e) Any condition which blocks, hinders,: or obstructs in any way the natural flow of
branches, streams, creeks, surface waters, ditches, or drams, to the extent that
the premises is not free from standing water.
(2) Notice to abate, emergency abatement by .Counts. If any person shall violate the
Provisions Of this ordinance, it shall be the duty of the County to give notice to the
owner or to any person in possession of the subject property, directing that all
unlawful conditions existing thereupon be abated within. ten (10) days from the date
of such notice or within ten (10) days from the date of a final decision if appealed to
the County Manager, provided, that it in the opinion of the County, the unlawful
condition is such that it is of imminent danger or peril to the public, then an
authorized representative of the County may, without notice, proceed to abate the
same, and the cost thereof shall be charged against the properly.
(3) Abatement by Couniy, why ouamerfails to abate. Upon the failure of the owner nr
person in possession of any premises to abate any unlawful condition existing
thereupgat.within.ten (10) da�hall be the fluty of a& orized representative of
the County to cause the removal and abatement of such unlawful condition.
13.4 Remedies
Any or all of the following procedures may be used to enforce the provisions of this
ordinance:
(1) Injunction. Any violation of this ordinance or of any condition, order, requirement,
or reanedyadoptedPursuant hereto r,iay be restrained, corrected, abated, mandated,
or enjoined by other appropriate proceeding pursuant to state law.
(2) Civil Penalties. Any person who violates any provision of this ordinance shall be
subject to the assessment of a civil penalty.
(3) Dental ofpermit. The County shall withhold or deny any permit, certificate, or other
authorization on any land, building, structure, or use in which there is an uncorrected
violation of a provision of this ordinance, or of a condition or qualification of a
Permit, certificate, or other authorization previousiy granted.
(4) Conditional permit or temporary certificate. The County may condition the
authorizations of any permit or certificate upon the correction of the deficiency,
Payment of civil penalties within a specified time, or the posting of a compliance
security approved by appropriate government authority.
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NHC Storm Water Management Ordinance
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(5) Revocation ofpermit. The County may revoke and require the return of a permit or
certificate by notifying the permit holder in writing, stating the reason for the
revocation. Permits or certificates shall be'revoked for any substantial departure
from the approved application plans, or specifications; refusal or failure to comply
with the requirements of state or local law; or for false statements or
misrepresentations made in 3ccuring the pemuif or certificate. Any permit or
certificate mistakenly .issued in violation of any applicable state or local law may
also be revoked.
(6) Criminal penalties. Any violation of this ordinance shall be a misdemeanor or
infraction as provided by NCGS 14-4. Each violation shall be subject to a fine not to
exceed five hundred dollars ($500.00).
() Notification of the state enforcement officials
a) Industrial and related facilities. When the County discovers an apparent
violation of an industrial or related facility's NPDES storm water discharge
permit, the County shall notify the appropriate state officials immediately.
b) Construction sites. If the County discovers an apparent violation of the NPDES
storm water discharge permit required by the state for sites with land -disturbing
activity greater than five (5) acres, he shall report the violation immediately to
the appropriate. state gfficials.
c) Abatement. When the discharge from a facility interferes significantly with the
municipal separate storm sewer, and the facility fails to take appropriate actions
upon notification by the County, the County may take immediate and
appropriate measures to control the problem whether or not the facility is
violating its NPDES permit and recover the cost from the facility.
(8) Judicial enforcement. When any person is in violation of the provisions of this
ordinance, the County, through the County Attorney, may petition the superior court
of justice for the issuance of a restraining order or a pre lrminafy and permanent
injunction which restrains or compels the activities in question.
SECTION XIV
Appeals
14.1 Appeal Hearing
(1) Any person assessed a civil penalty or ordered to abate a nuisance under this ordinance
shall have the right to a hearing before flee county Manager or Managers designee upon
making a written demand to the County Manager specifying the issues to be contested,
within fourteen (14) days following receipt of the assessment or abatement notice.
(2) finless such written _ pis made within the time specified herein, the action shall be
final and binding.
(3) The County Manager or Manager's designee shall make a final decision on the contested
penalty or abatement notice within thirty (30) days of the receipt of the written demand
for a hearing.
(4) The County Manager or Manager's designee shall transmit a copy of the decision.by
registered or certified mail.
(5) The decision of tic Ctfun y Manager or Manager's designee shall be considered The final
administrative action for the purposes of judicial review. Provided, however, a person
assessed a penalty or ordered to abate a nuisance may petition the Board of County
Commissioners requesting review of the County Manager's final decision. The petition
must be presented to the Clerk of the Board within five (5) days following receipt of the
County Manager's final decision. Any review by the Board sball be solely at its
discretion.
14.2 Judicial review
Any person may seek judicial review of a final administrative decision by the County
Manager or Manager's designee by filing a petition for writ of certiorari within thirty (30)
days after receipt of notice by registered or certified mail, but not thereafter, with the
Superior Court of New Hanover County and with a copy to the County Manager of New
Hanover County.
Page 17

a
U.S. Department
of Transportation
Advisory
circular
Federal Aviation
Administration
Subject: HAZARDOUS WILDLIFE ATTRACTANTS Date: July 27, 2004 AC No: 150/5200-33A
ON OR NEAR AIRPORTS Initiated by: AAS-300 Change:
1. PURPOSE. This Advisory Circular (AC) provides guidance on certain land uses that have the
potential to attract hazardous wildlife on or near public -use airports. It also discusses airport
development projects (including airport construction, expansion, and renovation) affecting aircraft
movement near hazardous wildlife attractants. Appendix 1 provides definitions of terms used in this AC.
2. APPLICABILITY. The Federal Aviation Administration (FAA) recommends that public -use airport
operators implement the standards and practices contained in this AC. The holders of Airport Operating
Certificates issued under Title 14, Code of Federal Regulations (CFR), Part 139, Certification of Airports,
Subpart D (Part 139), may use the standards, practices, and recommendations contained in this AC to
comply with the wildlife hazard management requirements of Part 139. Airports that have received
Federal grant-in-aid assistance must use these standards. The FAA also recommends the guidance in
this AC for land -use planners, operators of non -certificated airports, and developers of projects, facilities,
and activities on or near airports.
3. CANCELLATION. This AC cancels AC 150/5200-33, Hazardous Wildlife Attractants on or near
Airports, dated May 1, 1997.
4. PRINCIPAL CHANGES. This AC contains the following major changes:
a. Reorganized outline of the AC.
b. Expanded Table 1 to include updated information from the Special Report for the FAA, Ranking
the Hazard Level of Wildlife Species to Clvil Aviation in the USA: Update #9, July 2, 2003"
c. Removed Table 2, which outlined the distances between certain airport features and any on -
airport agricultural crops, and relocated the discussion of on -airport agricultural activities to
Paragraph 2-6.
d. Added text about the basis for separation distances between wildlife hazards and airport
movement areas and added Figure 1 depicting the separation distances.
e. Added options for wetland mitigation for impacts from airport projects, including mitigation
banking.
f. Further recognized the importance of the Wildlife Hazard Management Plan (WHMP).
5. BACKGROUND. Information about the risks posed to aircraft by certain wildlife species has
increased a great deal in recent years. Improved reporting, studies, documentation, and statistics clearly
show that aircraft collisions with birds and other wildlife are a serious economic and public safety
problem. While many species of wildlife can pose a threat to aircraft safety, they are not equally
hazardous. Table 1 ranks the wildlife groups commonly involved in damaging strikes in the United States
according to their relative hazard to aircraft. The ranking is based on the 47,212 records in the FAA
National Wildlife Strike Database for the years 1990 through 2003. These hazard rankings. in
conjunction with site -specific WHAs, will help airport operators determine the relative abundance and use
patterns of wildlife species and help focus hazardous wildlife management efforts on those species most
likely to cause problems at an airport.

AC 150/5200-33A 7/27/2004
Most public -use airports have large tracts of open, undeveloped land that provide added margins of
safety and noise mitigation. These areas can also present potential hazards to aviation if they encourage
wildlife to enter an airport's approach or departure airspace or air operations area (AOA). Constructed or
natural areas --such as poorly drained locations, detention/retention ponds, roosting habitats on
buildings, landscaping, odor -causing rotting organic matter (putrescible waste) disposal operations,
wastewater treatment plants, agricultural or aquaculture activities, surface mining, or wetlands —man
provide wildlife with ideal locations for feeding, loafing, reproduction, and escape. Even small facilities,
such as fast food restaurants, taxicab staging areas, rental car facilities, aircraft viewing areas, and public
parks, can produce substantial attractions for hazardous wildlife.
During the past century, wildlife -aircraft strikes have resulted in the loss of hundreds of lives worldwide,
as well as billions of dollars in aircraft damage. Hazardous wildlife attractants on and near airports can
jeopardize future airport expansion, making proper community land -use planning essential. This AC
provides airport operators and those parties with whom they cooperate with the guidance they need to
assess and address potentially hazardous wildlife attractants when locating new facilities and
implementing certain land -use practices on or near public -use airports.
6. MEMORANDUM OF AGREEMENT BETWEEN FEDERAL RESOURCE AGENCIES. The FAA, the
U.S. Air Force, the U.S. Army Corps of Engineers, the U.S. Environmental Protection Agency, the U.S.
Fish and Wildlife Service, and the U.S. Department of Agriculture - Wildlife Services signed a
Memorandum of Agreement (MOA) (final signature July 2003) to acknowledge their respective missions
in protecting aviation from wildlife hazards. Through the MOA, the agencies established procedures
necessary to coordinate their missions to address more effectively existing and future environmental
conditions contributing to collisions between wildlife and aircraft (wildlife strikes) throughout the United
States. These efforts are intended to minimize wildlife risks to aviation and human safety while protecting
the Nation's valuable environmental resources.
DAVID L. BENNETT
Director, Office of Airport Safety
and Standards
ll

7/27/2004
AC 150/5200-33A
Table 1. Ranking of 25 species groups as to relative hazard to aircraft (1=most hazardous) based on
three criteria (damage, major damage, and effect -on -flight), a composite ranking based on all three
rankings, and a relative hazard score. Data were derived from the FAA National Wildlife Strike Database,
January 1990-April 2003.1
Ranking by criteria
Species group Composite Relative
p g p Damage Major 5 Effect on ranking2 hazard score3
damage flights
Deer
1
1
1
1
100
Vultures
2
2
2
2
64
Geese
3
3
6
3
55
Cormorants/pelicans
4
5
3
4
54
Cranes
7
6
4
5
47
Eagles
6
9
7
6
41
Ducks
5
8
10
7
39
Osprey
8
4
8
8
39
Turkey/pheasants
9
7
11
9
33
Herons
11
14
9
10
27
Hawks (buteos)
10
12
12
11
25
Gulls
12
11
13
12
24
Rock pigeon
13
10
14
13
23
Owls
14
13
20
14
23
H. lark/s. bunting
18
15
15
15
17
Crows/ravens
15
16
16
16
16
Coyote
16
19
5
17
14
Mourning dove
17
17
17
18
14
Shorebirds
19
21
18
19
10
Blackbirds/starling
20
22
19
20
10
American kestrel
21
18
21
21
9
Meadowlarks
22
20
22
22
7
Swallows
24
23
24
23
4
Sparrows
25
24
23
24
4
Nighthawks
23
25
25
25
1
1 Excerpted from the Special Report for the FAA, "Ranking the Hazard Level of Wildlife Species to Civil
Aviation in the USA: Update #1, July 2, 2003". Refer to this report for additional explanations of criteria
and method of ranking.
2 Relative rank of each species group was compared with every other group for the three variables,
placing the species group with the greatest hazard rank for > 2 of the 3 variables above the next highest
ranked group, then proceeding down the list.
3 Percentage values, from Tables 3 and 4 in Footnote 1 of the Special Report, for the three criteria were
summed and scaled down from 100, with 100 as the score for the species group with the maximum
summed values.and the greatest potential hazard to aircraft.
4 Aircraft incurred at least some damage (destroyed, substantial, minor, or unknown) from strike.
5 Aircraft incurred damage or structural failure, which adversely affected the structure strength,
performance, or flight characteristics, and which would normally require major repair or replacement of
the affected component, or the damage sustained makes it inadvisable to restore aircraft to airworthy
condition.
s Aborted takeoff, engine shutdown, precautionary landing, or other.
iii

AC 150/5200-33A
TABLE OF CONTENTS
7/27/2004
SECTION 1. GENERAL SEPARA 1 ION CRITERIA FOR HAZARDOUS WILDLIFE
ATTRACTANTS ON OR NEAR AIRPORTS..............................................1
1-1. INTRODUCTION.......................................................................................................1 ................
1-2. AIRPORTS SERVING PISTON -POWERED AIRCRAFT.........................................................1
1-3. AIRPORTS SERVING TURBINE -POWERED AIRCRAFT.......................................................1
1-4. PROTECTION OF APPROACH, DEPARTURE, AND CIRCLING AIRSPACE ........................1
SECTION 2. LAND -USE PRACTICES ON OR NEAR AIRPORTS THAT POTENTIALLY
ATTRACT HAZARDOUS WILDLIFE......................................................... 3
2-1. GENERAL..................................................................................................................................3
2-2. WASTE DISPOSAL OPERATIONS..........................................................................................3
2-3. WATER MANAGEMENT FACILITIES...................................................................................... 5
2-4. WETLANDS...............................................................................................................................6
2-5. DREDGE SPOIL CONTAINMENT AREAS............................................................................... 8
2-6. AGRICULTURAL ACTIVITIES..................................................................................................8
2-7. GOLF COURSES, LANDSCAPING AND OTHER LAND -USE CONSIDERATIONS...............8
2-8. SYNERGISTIC EFFECTS OF SURROUNDING LAND USES.................................................9
SECTION 3. PROCEDURES FOR WILDLIFE HAZARD MANAGEMENT BY
OPERATORS OF PUBLIC -USE AIRPORTS...........................................11
3.1. INTRODUCTION..............................................................................................................................11
3.2. COORDINATION WITH USDA WILDLIFE SERVICES OR OTHER QUALIFIED WILDLIFE
DAMAGE MANAGEMENT BIOLOGISTS............................................................................11
3-3. WILDLIFE HAZARD MANAGEMENT AT AIRPORTS: A MANUAL FOR AIRPORT
PERSONNEL.......................................................................................................................11
3-4. WILDLIFE HAZARD ASSESSMENTS, TITLE 14, CODE OF FEDERAL REGULATIONS,
PART139................................................................................................................. 11
3-6. WILDLIFE HAZARD MANAGEMENT PLAN(WHMP)............................................................11
3-6. LOCAL COORDINATION.......................................................................................................12
3-7. COORDINATION/NOTIFICATION OF AIRMEN OF WILDLIFE HAZARDS ............................12
SECTION 4. FAA REVIEW OF PROPOSED LAND -USE CHANGES ..........................13
4-1. FAA REVIEW OF PROPOSED LAND -USE CHANGES........................................................13
4-2. WASTE MANAGEMENT FACILITIES....................................................................................13
4-3. OTHER LAND -USE PRACTICE CHANGES..........................................................................14
APPENDIX 1. DEFINITIONS OF TERMS USED IN THIS ADVISORY CIRCULAR..15
iv

7/27/2004
AC 150/5200-33A
SECTION 1. GENERAL SEPARATION CRITERIA FOR HAZARDOUS WILDLIFE
ATTRACTANTS ON OR NEAR AIRPORTS.
1-1. INTRODUCTION. When considering proposed land uses, airport operators, local planners, and
developers must take into account whether the proposed land uses, including new development projects,
will increase wildlife hazards. Land -use practices that attract or sustain hazardous wildlife populations on
or near airports can significantly increase the potential for wildlife strikes.
The FAA recommends the minimum separation criteria outlined below for land -use practices that attract
hazardous wildlife to the vicinity of airports. Please note that FAA criteria include land uses that cause
movement of hazardous wildlife onto, into, or across the airport's approach or departure airspace or air
operations area (AOA). (See the discussion of the synergistic effects of surrounding land uses in Section
2-8 of this AC.)
The basis for the separation criteria contained in this section can be found in existing FAA regulations.
The separation distances are based on (1) flight patterns of piston -powered aircraft and turbine -powered
aircraft, (2) the altitude at which most strikes happen (78 percent occur under 1,000 feet and 90 percent
occur under 3,000 feet above ground level), and (3) National Transportation Safety Board (NTSB)
recommendations.
1-2-AIRPORTS SERVING PISTON -POWERED AIRCRAFT. Airports that do not sell Jet -A fuel normally
serve piston -powered aircraft. Notwithstanding more stringent requirements for specific land uses, the
FAA recommends a separation distance of 5,000 feet at these airports for any of the hazardous wildlife
attractants mentioned in Section 2 or for new airport development projects meant to accommodate
aircraft movement. This distance is to be maintained between an airport's AOA and the hazardous
wildlife attractant. Figure 1 depicts this separation distance measured from the nearest aircraft
operations areas.
1-3-AIRPORTS SERVING TURBINE -POWERED AIRCRAFT. Airports selling Jet A fuel normally serve
turbine -powered aircraft. Notwithstanding more stringent requirements for specific land uses, the FAA
recommends a separation distance of 10,000 feet at these airports for any of the hazardous wildlife
attractants mentioned in Section 2 or for new airport development projects meant to accommodate
aircraft movement. This distance is to be maintained between an airport's AOA and the hazardous
wildlife attractant. Figure 1 depicts this separation distance from the nearest aircraft movement areas.
1-4.PROTECTION OF APPROACH, DEPARTURE, AND CIRCLING AIRSPACE. For all airports, the
FAA recommends a distance of 5 statute miles between the farthest edge of the airport's AOA and the
hazardous wildlife attractant if the attractant could cause hazardous wildlife movement into or across the
approach or departure airspace.

AC 150/5200-33A
7/27/2004
Figure 1. Separation distances within which hazardous wildlife attractants should be avoided,
eliminated, or mitigated.
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PERIMETER A:
For airports serving piston -powered aircraft, hazardous wildlife attractants must be 5,000 feet from the
nearest air operations area.
PERIMETER B:
For airports serving turbine -powered aircraft, hazardous wildlife attractants must be 10,000 feet from the
nearest air operations area.
PERIMETER C:
5-mile range to protect approach, departure and circling airspace.
2

7/27/2004 AC 150/5200-33A
SECTION 2. LAND -USE PRACTICES ON OR NEAR AIRPORTS THAT
POTENTIALLY ATTRACT HAZARDOUS WILDLIFE.
2-1.GENERAL. The wildlife species and the size of the populations attracted to the airport environment
vary considerably, depending on several factors, including land -use practices on or near the airport. This
section discusses land -use practices having the potential to attract hazardous wildlife and threaten
aviation safety. In addition to the specific considerations outlined below, airport operators should refer to
Wildlife Hazard Management at Airports, prepared by FAA and U.S. Department of Agriculture (USDA)
staff. (This manual is available in English, Spanish, and French. It can be viewed and downloaded free
of charge from the FAA's wildlife hazard mitigation web site: hftp:/IWildlife-mitigaflon.tc.faa.gov.). And,
Prevention and Control of lildl/f+e Damage, compiled by the University of Nebraska Cooperative
Extension Division. (This manual is available online in a periodically updated version at:
ianrwww.unl.edu/wildlife/solutions/handbook/.)
2-2.WASTE DISPOSAL OPERATIONS. Municipal solid waste landfills (MSWLs) are known to attract
large numbers of hazardous wildlife, particularly birds. Because of this, these operations, when located
within the separations identified in the siting criteria in Sections 1-2 through 1-4, are considered
incompatible with safe airport operations.
a. Siting for new municipal solid waste landfills subject to AIR 21. Section 503 of the
Wendell H. Ford Aviation Investment and Reform Act for the 21st Century (Public Law 106-
181) (AIR 21) prohibits the construction or establishment of a new MSWL within 6 statute miles
of certain public -use airports. Before these prohibitions apply, both the airport and the landfill
must meet the very specific conditions described below. These restrictions do not apply to
airports or landfills located within the state of Alaska.
The airport must (1) have received a Federal grant(s) under 49 U.S.C. § 47101, et. seq.; (2) be
under control of a public agency; (3) serve some scheduled air carrier operations conducted in
aircraft with less than 60 seats; and (4) have total annual enplanements consisting of at least
51 percent of scheduled air carver enplanements conducted in aircraft with less than 60
passenger seats.
The proposed MSWL must (1) be within 6 miles of the airport, as measured from airport
property line to MSWL property line, and (2) have started construction or establishment on or
after April 5, 2001. Public Law 106-181 only limits the construction or establishment of some
new MSWLs. It does not limit the expansion, either vertical or horizontal, of existing landfills.
NOTE: Consult the most recent version of AC 150/5200-34, Construction or Establishment of
Landfills Near Public Airports, for a more detailed discussion of these restrictions.
b. Siting for new MSWLs not subject to AIR 21. If an airport and MSWL do not meet the
restrictions of Public Law 106-181, the FAA recommends against locating MSWLs within the
separation distances identified in Sections 1-2 through 14. The separation distances should
be measured from the closest point of the airport's P.OA to the closest planned MSWL cell.
c. Considerations for existing waste disposal facilities within the limits of separation
criteria. The FAA recommends against airport development projects that would increase the
number of aircraft operations or accommodate larger or faster aircraft near MSWL operations
located within the separations identified in Sections 1-2 through 1-4. In addition, in accordance
with 40 CFR 258.10. owners or operators of existing MSWL units that are located within the
separations listed in Sections 1-2 through 1-4 must demonstrate that the unit is designed and
operated so it does not pose a bird hazard to aircraft. (See Sections 4-3(b) and 4-3(c) of this
AC for a discussion of this demonstration requirement.)

AC 150/5200-33A
7/27/2004
d. Enclosed trash transfer stations. Enclosed waste -handling facilities that receive garbage
behind closed doors; process it via compaction, incineration, or similar manner; and remove all
residue by enclosed vehicles generally are compatible with safe airport operations, provided
thev are not located on airport property or within the Runway Protection Zone (RPZ). These
facilities should not handle or store putrescible waste outside or in a partially enclosed structure
accessible to hazardous wildlife. Trash transfer facilities that are open on one or more sides;
that store uncovered quantities of municipal solid waste outside, even if only for a short time;
that use semi trailers that leak or have trash clinging to the outside; or that do not control odors
by ventilation and filtration systems (odor masking is not acceptable) do not meet the FAA's
definition of fully enclosed trash transfer stations. The FAA considers these facilities
incompatible with safe airport operations if they are located closer than the separation
distances specified in Sections 1-2 through 14.
e. Composting operations on or near airport property. Composting operations that accept
only yard waste (e.g., leaves, lawn clippings, or branches) generally do not attract hazardous
wildlife. Sewage sludge, woodchips, and similar material are not municipal solid wastes and
may be used as compost bulking agents. The compost, however, must never include food or
other municipal solid waste. Composting operations should not be located on airport property.
Off -airport property composting operations should be located no closer than the greater of the
following distances: 1,200 feet from any AOA or the distance called for by airport design
requirements (see AC 150/5300-13, Airport Design). This spacing should prevent material,
personnel, or equipment from penetrating any Object Free Area (OFA), Obstacle Free Zone
(OFZ), Threshold Siting Surface (TSS), or Clearway. Airport operators should monitor
composting operations located in proximity to the airport to ensure that steam or thermal rise
does not adversely affect air traffic. On -airport disposal of compost bv-Droducts should net hw
conducted for the reasons stated in 2-3f.
f. Underwater waste discharges. The FAA recommends against the underwater discharge of
any food waste (e.g., fish processing offal) within the separations identified in Sections 1-2
through 1-4 because it could attract scavenging hazardous wildlife.
g. Recycling centers. Recycling centers that accept previously sorted non-food items, such as
glass, newspaper, cardboard, or aluminum, are, in most cases, not attractive to hazardous
wildlife and are acceptable.
h. Construction and demolition (C&D) debris facilities. C&D landfills do not generally attract
hazardous wildlife and are acceptable if maintained in an orderly manner, admit no putrescible
waste, and are not co -located with other waste disposal operations. However, C&D landfills
have similar visual and operational characteristics to putrescible waste disposal sites. When
co -located with putrescible waste disposal operations, C&D landfills are more likely to attract
hazardous wildlife because of the similarities between these disposal facilities. Therefore, a
C&D landfill co -located with another waste disposal operation should be located outside of the
separations identified in Sections 1-2 through 1-4.
i. Fly ash disposal. The incinerated residue from resource recovery power/heat-generating
facilities that are fired by municipal solid waste, coal, or wood is generally not a wildlife
attractant because it no longer contains putrescible matter. Landfills accepting only fly ash are
generally not considered to be wildlife attractants and are acceptable as long as they are
maintained in an orderly manner, admit no putrescible waste of any kind, and are not co -
located with other disposal operations that attract hazardous wildlife.
Since varying degrees of waste consumption are associated with general incineration (not
resource recovery power/heat-generating facilities), the FAA considers the ash from general
incinerators a regular waste disposal by-product and, therefore, a hazardous wildlife attractant
if disposed of within the separation criteria outlined in Sections 1-2 through 1-4.
4

7/27/2004
AC 150/5200-33A
2-3.WATER MANAGEMENT FACILITIES. Drinking water intake and treatment facilities, stormwater and
wastewater treatment facilities, associated retention and settling ponds, ponds built for recreational use,
and ponds that result from mining activities often attract large numbers of potentially hazardous wildlife.
To prevent wildlife hazards. land -use developers and airport operators may need to develop management
plans, in compliance with local and state regulations, to support the operation of stormwater management
facilities on or near all public -use airports to ensure a safe airport environment.
a. Existing stormwater management facilities. On -airport stormwater management facilities
allow the quick removal of surface water, including discharges related to aircraft deicing, from
impervious surfaces, such as pavement and terminal/hangar building roofs. Existing on -airport
detention ponds collect stormwater, protect water quality, and control runoff. Because they
slowly release water after storms, they create standing bodies of water that can attract
hazardous wildlife. Where the airport has developed a WHMP in accordance with Part 139, the
FAA requires immediate correction of any wildlife hazards arising from existing stormwater
facilities located on or near airports, using appropriate wildlife hazard mitigation techniques.
Airport operators should develop measures to minimize hazardous wildlife attraction in
consultation with a wildlife damage management biologist.
Where possible, airport operators should modify stormwater detention ponds to allow a
maximum 48-hour detention period for the design storm. The FAA recommends that airport
operators avoid or remove retention ponds and detention ponds featuring dead storage to
eliminate standing water. Detention basins should remain totally dry between rainfalls. Where
constant flow of water is anticipated through the basin, or where any portion of the basin
bottom may remain wet, the detention facility should include a concrete or paved pad and/or
ditch/swale in the bottom to prevent vegetation that may provide nesting habitat.
When it is not possible to drain a large detention pond completely, airport operators may use
physical barriers, such as bird balls, wires grids, pillows, or netting, to deter birds and other
hazardous wildlife. When physical barriers are used, airport operators must evaluate their use
and ensure they will not adversely affect water rescue. Before installing any physical barriers
over detention ponds on Part 139 airports, airport operators must get approval from the
appropriate FAA Regional Airports Division Office.
The FAA recommends that airport operators encourage off -airport stormwater treatment facility
operators to incorporate appropriate wildlife hazard mitigation techniques into stormwater
treatment facility operating practices when their facility is located within the separation criteria
specified in Sections 1-2 through 1-4.
b. New stormwater management facilities. The FAA strongly, recommends that off -airport
stormwater management systems located within the separations identified in Sections 1-2
through 1-4 be designed and operated so as not to create above -ground standing water. On -
airport stormwater detention ponds should. be designed, engineered, constructed, and
maintained for a maximum 48—hour detention period for the design storm and remain
completely dry between storms. To facilitate the control of hazardous wildlife, the FAA
recommends the use of steep -sided, narrow, linearly shaped water detention basins. When it
is not possible to place these ponds away from an airport's AOA, airport operators should use
physical barriers, such as bird balls, wires grids, pillows, or netting, to prevent access of
hazardous wildlife to open water and minimize aircraft -wildlife interactions. When physical
barriers are used, airport operators must evaluate their use and ensure they will not adversely
affect water rescue. Before installing any physical barriers over detention ponds on Part 139
airports, airport operators must get approval from the appropriate FAA Regional Airports
Division Office. All vegetation in or around detention basins that provide food or cover for
hazardous wildlife should be eliminated. If soil conditions and other requirements allow, the
FAA encourages the use of underground stormwater infiltration systems, such as French drains
or buried rock fields, because they are less attractive to wildlife.

AC 150/5200-33A
7/27/2004
c. Existing wastewater treatment facilities. The FAA strongly recommends that airport
operators immediately correct any wildlife hazards arising from existing wastewater treatment
facilities located on or near the airport. Where required, a WHMP developed in accordance
with Park 139 will outline appropriate wildlife hazard mitigation techniques. Accordingly, airputt
operators should encourage wastewater treatment facility operators to incorporate measures,
developed in consultation with a wildlife damage management biologist, to minimize hazardous
wildlife attractants. Airport operators should also encourage those wastewater treatment facility
operators to incorporate these mitigation techniques into their standard operating practices. In
addition, airport operators should consider the existence of wastewater treatment facilities
when evaluating proposed sites for new airport development projects and avoid such sites
when practicable.
d. New wastewater treatment facilities. The FAA strongly recommends against the
construction of new wastewater treatment facilities or associated settling ponds within the
separations identified in Sections 1-2 through 1-4. Appendix 1 defines wastewater treatment
facility as "any devices and/or systems used to store, treat, recycle, or reclaim municipal
sewage or liquid industrial wastes." The definition includes any pretreatment involving the
reduction of the amount of pollutants or the elimination of pollutants prior to introducing such
pollutants into a publicly owned treatment works (wastewater treatment facility). During the
site -location analysis for wastewater treatment facilities, developers should consider the
potential to attract hazardous wildlife if an airport is in the vicinity of the proposed site, and
airport operators should voice their opposition to such facilities if they are in proximity to the
airport.
e. Artificial marshes. In warmer climates, wastewater treatment facilities sometimes employ
artificial marshes and use submergent and emergent aquatic vegetation as natural filters.
These artificial marshes may be used by some species of flocking birds, such as blackbirds
and waterfowl, for breeding or roosting activities. The FAA strongly recommends against
establishing artificial marshes within the separations identified in Sections 1-2 through 1-4.
f. Wastewater discharge and sludge disposal. The FAA recommends against the discharge of
wastewater or sludge on airport property because it may improve soil rmolsture and quality on
unpaved areas and lead to improved turf growth that can be an attractive food source for many
species of animals. Also, the turf requires more frequent mowing, which in turn may mutilate or
flush insects or small animals and produce straw, both of which can attract hazardous wildlife.
In addition, the improved turf may attract grazing wildlife, such as deer and geese. Problems
may also occur when discharges saturate unpaved airport areas. The resultant soft, muddy
conditions can severely restrict or prevent emergency vehicles from reaching accident sites in a
timely manner.
2-4. WETLANDS. Wetlands provide a variety of functions and can be regulated by local, state, and
Federal laws. Normally, wetlands are attractive to many types of wildlife, including many which rank high
on the list of hazardous wildlife species (Table 1).
NOTE: If questions exist as to whether an area qualifies as a wetland, contact the local division of the
U.S. Army Corps of Engineers, the Natural Resources Conservation Service, or a wetland consultant
qualified to delineate wetlands.
a. Existing wetlands on or near airport property. If wetlands are located on or near airport
property, airport operators should be alert to any wildlife use or habitat changes in these areas
that could affect safe aircraft operations. At public -use airports, the FAA recommends
immediately correcting, in cooperation with local, state, and Federal regulatory agencies, any
wildlife hazards arising from existing wetlands located one or near airports. Where required, a
WHMP will outline appropriate wildlife hazard mitigation techniques. Accordingly, airport
operators should develop measures to minimize hazardous wildlife attraction in consultation
with a wildlife damage management biologist.

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AC 150/5200-33A
b. New airport development. Whenever possible, the FAA recommends locating new airports
using the separations from wetlands identified in Sections 1-2 through 1-4. Where alternative
sites are not practicable, or when airport operators are expanding an existing airport into or
near wetlands, a wildlife damage management biologist, in consultation with the U.S. Fish and
Wildlife Service, the U.S. Army Corps of Engineers, and the state wildlife management agency
should evaluate the wildlife hazards and prepare a WHMP that indicates methods of minimizing
the hazards.
c. Mitigation for wetland impacts from airport projects. Wetland mitigation may be necessary
when unavoidable wetland disturbances result from new airport development projects or
projects required to correct wildlife hazards from wetlands. Weiland mitigation must be
designed so it does not create a wildlife hazard. The FAA recommends that wetland mitigation
projects that may attract hazardous wildlife be sited outside of the separations identified in
Sections 1-2 through 1-4.
(1) Onsite mitigation of wetland functions. The FAA may consider exceptions to locating
mitigation activities outside the separations identified in Sections 1-2 through 1-4 if the affected
wetlands provide unique ecological functions, such as critical habitat for threatened or
endangered species or ground water recharge, which cannot be replicated when moved to a
different location. Using existing airport property is sometimes the only feasible way to achieve
the mitigation ratios mandated in regulatory orders and/or settlement, agreements with the
resource agencies. Conservation easements are an additional means of providing mitigation
for project impacts. Typically the airport operator continues to own the property, and an
easement is created stipulating that the property will be maintained as habitat for state or
Federally listed species.
Mitigation must not inhibit the airport operator's ability to effectively control hazardous wildlife
on or near the mitigation site or effectively maintain other aspects of safe airport operations.
Enhancing such mitigation areas to attract hazardous wildlife must be avoided. The FAA will
review any onsite mitigation proposals to determine compatibility with safe airport operations.
A wildlife damage management biologist should evaluate any wetland mitigation projects that
are needed to protect unique wetland functions and that must be located in the separation
criteria in Sections 1-2 through 1-4 before the mitigation is implemented. A WHMP should be
developed to reduce the wildlife hazards.
(2) Offsite mitigation of wetland functions. The FAA recommends that wetland mitigation
projects that may attract hazardous wildlife be sited outside of the separations identified in
Sections 1-2 through 1-4 unless they provide unique functions that must remain.onsite (see 2-
4c(1)). Agencies that regulate impacts to or around wetlands recognize that it may be
necessary to split wetland functions in mitigation schemes. Therefore, regulatory agencies
may, under certain circumstances, allow portions of mitigation to take place in different
locations.
(3) Mitigation banking. Wetland mitigation banking is the creation or restoration of
wetlands in order to provide mitigation credits that can be used to offset permitted wetland
losses. Mitigation banking benefits wetland resources by providing advance replacement for
permitted wetland losses; consolidating small projects into larger, better -designed and
managed units; and encouraging integration of wetland mitigation projects with watershed
planning. This last benefit is most helpful for airport projects, as wetiand impacts mitigated
outside of the separations identified in Sections 1-2 through 1-4 can still be located within the
same watershed. Wetland mitigation banks meeting the separation criteria offer an ecologically
sound approach to mitigation in these situations. Airport ope atcrs should work with local
watershed management agencies or organizations to develop mitigation banking for wetiand
impacts on airport property.

AC 150/5200-33A
7/27/2004
2-5.DREDGE SPOIL CONTAINMENT AREAS. The FAA recommends against locating dredge spoil
containment areas (also known as Confined Disposal Facilities) within the separations identified in
Sections 1-2 through 1-4 if the containment area or the spoils contain material that would attract
hazardous wildlife.
2-6.AGRICULTURAL ACTIVITIES. Because most, if not all, agricultural crops can attract hazardous
wildlife during some phase of production, the FAA recommends against the used of airport property for
agricultural production, including hay crops, within the separations identified in Sections 1-2 through 1-4.
. If the airport has no financial alternative to agricultural crops to produce income necessary to maintain
the viability of the airport, then the airport shall follow the crop distance guidelines listed in the table titled
"Minimum Distances between Certain Airport Features and Any On -Airport Agricultural Crops" found in
AC 150/5300-13, Airport Design, Appendix 19. The cost of wildlife control and potential accidents should
be weighed against the income produced by the on -airport crops when deciding whether to allow crops
on the airport.
a. Livestock production. Confined livestock operations (i.e., feedlots, dairy operations, hog or
chicken production facilities, or egg laying operations) often attract flocking birds, such as
starlings, that pose a hazard to aviation. Therefore, The FAA recommends against such
facilities within the separations identified in Sections 1-2 through 1-4. Any livestock operation
within these separations should have a program developed to reduce the attractiveness of the
site to species that are hazardous to aviation safety. Free -ranging livestock must not be
grazed on airport property because the animals may wander onto the AOA. Furthermore,
livestock feed, water, and manure may attract birds.
b. Aquaculture. Aquaculture activities (i.e. catfish or trout production) conducted outside of fully
enclosed buildings are inherently attractive to a wide variety of birds. Existing aquaculture
faclitles/activitles within the separations listed in Sections 1-2 through 1-4 must have a
program developed to reduce the attractiveness of the sites to species that are hazardous to
aviation safety. Airport operators should also oppose the establishment of new aquaculture
facilities/activities within the separations listed in Sections 1-2 through 1-4.
c. Alternative uses of agricultural land. Some airports are surrounded by vast areas of farmed
land within the distances specified in Sections 1-2 through 1-4. Seasonal uses of agricultural
land for activities such as hunting can create a hazardous wildlife situation. In some areas,
farmers will rent their land for hunting purposes. Rice farmers, for example, flood their land
during waterfowl hunting season and obtain additional revenue by renting out duck blinds. The
duck hunters then use decoys and call in hundreds, if not thousands, of birds, creating a
tremendous threat to aircraft safety. A wildlife damage mahagement biologist•should review, in
coordination with local farmers and producers, these types of seasonal land uses and
incorporate them into the WHMP.
2-7.GOLF COURSES, LANDSCAPING AND OTHER LAND -USE CONSIDERATIONS.
a. Golf courses. The large grassy areas and open water found on most golf courses are
attractive to hazardous wildlife, particularly Canada geese and some species of gulls. These
species can pose a threat to aviation safety. The FAA recommends against construction of
new golf courses within the separations identified in Sections 1-2 through 1-4. Existing golf
courses located within these separations must develop a program to reduce the attractiveness
of the sites to species that are hazardous to aviation safety. Airport operators should ensure
these golf courses are monitored on a continuing basis for the presence of hazardous wildlife.
If hazardous wildlife is detected, corrective actions should be immediately implemented.
b. Landscaping and landscape maintenance. Depending on its geographic location,
landscaping can attract hazardous wildlife. The FAA recommends that airport operators

7/27/2004
AC 150/5200-33A
approach landscaping with caution and confine it to airport areas not associated with aircraft
movements. A wildlife damage management biologist should review all landscaping plans.
Airport operators should also monitor all landscaped areas on a continuing basis for the
presence of hazardous wildlife. If hazardous wildlife is detected, corrective actions should be
immediately implemented.
Turf grass areas can be highly attractive to a variety of hazardous wildlife species. Research
conducted by the USDA Wildlife Services' National Wildlife Research Center has shown that no
one grass management regime will deter all species of hazardous wildlife in all situations. In
cooperation with wildlife damage management biologist, airport operators should develop
airport turf grass management plans on a prescription basis, depending on the airport's
geographic locations and the type of hazardous wildlife likely to frequent the airport
Airport operators should ensure that plant varieties attractive to hazardous wildlife are not used
on the airport. Disturbed areas or areas in need of re -vegetating should not be planted with
seed mixtures containing millet or any other large -seed producing grass. For airport property
already planted with seed mixtures containing millet, rye grass, or other large seed producing
grasses, the FAA recommends disking, plowing, or another suitable agricultural practice to
prevent plant maturation and seed head production. • Plantings should follow the specific
recommendations for grass management and seed and plant selection made by the State
University Cooperative Extension Service, the local office of Wildlife Services, or a qualified
wildlife damage management biologist. Airport operators should also consider developing and
implementing a preferred/prohibited plant species list, reviewed by a wildlife damage
management biologist, which has been designed for the geographic location to reduce the
attractiveness to hazardous wildlife for landscaping airport property.
c. Airports surrounded by wildlife habitat. The FAA recommends that operators of airports
surrounded by woodlands, water, or wetlands refer to Section 2.4 of this AC. Operators of
such airports should provide for a WHA conducted by a wildlife damage management biologist.
This WHA is the first step in preparing a WHMP, where required.
d. Other hazardous wildlife attractants. Other specific land uses or activities (e.g., sport or
commercial fishing, shellfish harvesting, etc.), perhaps unique to certain regions of the country,
have the potential to attract hazardous wildlife. Regardless of the source of the attraction,
when hazardous wildlife is noted on a public -use airport, airport operators must take prompt
remedial action(s) to protect aviation safety.
2-8.SYNERGISTIC EFFECTS OF SURROUNDING LAND USES. There may be circumstances where
two (or more) different land uses that would not, by- themselves, be considered.. hazardous wildlife
attractants or that are located outside of the separations identified in Sections 1-2 through 1-4 that are in
such an alignment with the airport as to create a wildlife corridor directly through the airport and/or
surrounding airspace. An example of this situation may involve a lake located outside of the separation
criteria on the east side of an airport and a large hayfield on the west side of an airport, land uses that
together could create a flyway for Canada geese directly across the airspace of the airport. There are
numerous examples of such situations; therefore, airport operators and the wildlife damage management
biologist must consider the entire surrounding landscape and community when developing the WHMP.

AC 150/5200-33A
Intentionally Left Blank
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7/27/2004
AC 150/5200-33A
SECTION 3. PROCEDURES FOR WILDLIFE HAZARD MANAGEMENT BY
OPERATORS OF PUBLIC -USE AIRPORTS.
3.1. INTRODUCTION. In recognition of the increased risk of serious aircraft damage or the loss of
human life that can result from a wildlife strike, the FAA may require the development of a Wildlife Hazard
Management Plan (WHMP) when specific triggering events occur on or near the airport. Part 139.337
discusses the specific events that trigger a Wildlife Hazard Assessment (WHA) and the specific issues
that a WHMP must address for FAA approval and inclusion in an Airport Certification Manual.
3.2. COORDINATION WITH USDA WILDLIFE SERVICES OR OTHER QUALIFIED WILDLIFE
DAMAGE MANAGEMENT BIOLOGISTS. The FAA will use the WHA conducted in accordance with Part
139 to determine if the airport needs a WHMP. Therefore, persons having the education, training, and
expertise necessary to assess wildlife hazards must conduct the WHA. The airport operator may look to
Wildlife Services or to qualified private consultants to conduct the WHA. When the services of a wildlife
damage management biologist are required, the FAA recommends that land -use developers or airport
operators contact a consultant specializing in wildlife damage management or the appropriate state
director of Wildlife Services.
NOTE: Telephone numbers for the respective USDA Wldlife Services state offices can be obtained by
contacting USDA Wildlife Services Operational Support Staff, 4700 River Road, Unit 87, Riverdale, MD,
20737-1234, Telephone [phone], Fax [phone] (http-l/www aphis usda gov/wsll.
3-3.WILDLIFE HAZARD MANAGEMENT AT AIRPORTS: A MANUAL FOR AIRPORT PERSONNEL.
This manual, prepared by FAA and USDA Wildlife Services staff, contains a compilation of information to
assist airport personnel in the development, implementation, and evaluation of WHMPs at airports. The
manual includes specific information on the nature of wildlife strikes, legal authority, regulations, wildlife
management techniques, WHAs, WHMPs, and sources of help and information. The manual is available
in three languages: English, Spanish, and French. It can be viewed and downloaded free of charge from
the FAA's wildlife hazard mitigation web site: http•//wildlife-mitigation tc faa gov/. This manual only
provides a starting point for addressing wildlife hazard Issues at airports. Hazardous wildlife
management is a complex discipline and conditions vary widely across the United States. Therefore,
qualified wildlife damage management biologists must direct the development of a WHMP and the
implementation of management actions by airport personnel.
There are many other resources complementary to this manual for use in developing and implementing
WHMPs. Several are listed in the manual's bibliography.
3-4. WILDLIFE HAZARD ASSESSMENTS, TITLE 14, CODE OF FEDERAL REGULATIONS, PART
139. Part 139.337(b) requires airport operators to conduct a Wildlife Hazard Assessment (WHA) when
certain events occur on or near the airport. Part_ 139.337 (c) provides specific guidance as to what facts
must be addressed in a WHA.
3-5.WILDLIFE HAZARD MANAGEMENT PLAN (WHMP). The FAA will consider the results of the
WHA, along with the aeronautical activity at the airport and the views of the airport operator and airport
users, in determining whether a formal WHMP is needed, in accordance with Part 139.337. If the FAA
determines that a WHMP is needed, the airport operator must formulate and implement a WHMP, using
the WHA as the basis for the plan.
The goal of an airport's Wildlife Hazard Management Plan is to minimize the risk to aviation safety, airport
structures or equipment, or human health posed by populations of hazardous wildlife on and around the
airport.
11

AC 150/5200-33A 7/27/2004
The WHMP must identify hazardous wildlife attractants on or near the airport and the appropriate wildlife
damage management techniques to minimize the wildlife hazard. It must also prioritize the management
measures.
3-6. LOCAL COORDINATION. The establishment of a Wildlife Hazards Working Group (WHWG) will
facilitate the communication, cooperation, and coordination of the airport and its surrounding community
necessary to ensure the effectiveness of the WHMP. The cooperation of the airport community is also
necessary when new projects are considered. Whether on or off the airport, the input from all involved
parties must be considered when a potentially hazardous wildlife attractant is being proposed. Airport
operators should also incorporate public education activities with the local coordination efforts because
some activities in the vicinity of your airport, while harmless under normal leisure conditions, can attract
wildlife and present a danger to aircraft. For example, if public trails are planned near wetlands or in
parks adjoining airport property, the public should know that feeding birds and other wildlife in the area
may pose a risk to aircraft.
Airport operators should work with local and regional planning and zoning boards so as to be aware of
proposed land -use changes, or modification of existing land uses, that could create hazardous wildlife
attractants within the separations identified in Sections 1-2 through 1-4. Pay particular attention to
proposed land uses involving creation or expansion of waste water treatment facilities, development of
wetland mitigation sites, or development or expansion of dredge spoil containment areas. At the very
least, airport operators must ensure they are on the notification list of the local planning board or
equivalent review entity for all communities located within 5 miles of the airport, so they will receive
notification of any proposed project and have the opportunity to review it for attractiveness to hazardous
wildlife.
3-7.COORDINATION/NOTIFICATION OF AIRMEN OF WILDLIFE HAZARDS. If an existing land -use
practice creates a wildlife hazard and the land -use practice or wildlife hazard cannot be immediately
eliminated, airport operators must issue a Notice to Airmen (NOTAM) and encourage the land -owner or
manager to take steps to control the wildlife hazard and minimize further attraction.
12

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AC 150/5200-33A
SECTION 4. FAA NOTIFICATION AND REVIEW OF PROPOSED LAND -USE
PRACTICE CHANGES IN THE VICINITY OF PUBLIC USE AIRPORTS.
4-1. FAA REVIEW OF PROPOSED LAND -USE PRACTICE CHANGES IN THE VICINITY OF PUBLIC
USE AIRPORTS.
a. The FAA discourages the development of waste disposal and other facilities, discussed in
Section 2, located within the 5,000/10,000-foot criteria specified in Sections 1-2 through 1-4.
b. For projects that are located outside the 5,000/10,000-foot criteria but within 5 statute miles of
the airport's AOA, the FAA may review development plans, proposed land -use changes,
operational changes, or wetland mitigation plans to determine if such changes present potential
wildlife hazards to aircraft operations. The FAA considers sensitive airport areas as those that
lie under or next to approach or departure airspace. This brief examination should indicate if
further investigation is warranted.
c. Where a wildlife damage management biologist has conducted a further study to evaluate a
site's compatibility with airport operations, the FAA may use the study results to make a
determination.
4-2. WASTE MANAGEMENT FACILITIES.
a. Notification of nowlexpanded project proposal. Section 503 of the Wendell H. Ford
Aviation Investment and Reform Act for the 21st Century (Public Law 106-181) limits the
construction or establishment of new MSWL within 6 statute miles of certain public use airports,
when both the airport and the landfill meet very specific conditions. See Section 2-2 of this AC
and AC 150/5200-34 for a more detailed discussion of these restrictions.
The Environmental Protection Agency (EPA) requires any MSWL operator proposing a new or
expanded waste disposal operation within 5 statute miles of a runway end to notify the
appropriate FAA Regional Airports Division Office and the airport operator of the proposal (40
CFR 258, Criteria for Municipal Solid Waste Landfills, Section 258.10, Airport Safety). The
EPA also requires owners or operators of new MSWL units, or lateral expansions of existing
MSWL units, that are located within 10,000 feet of any airport runway end used by turbojet
aircraft, or within 5,000 feet of any airport runway end used only by piston -type aircraft, to
demonstrate successfully that such units are not hazards to aircraft. (See 4-2.b below.)
When new or expanded MSWLs are being proposed near airports, MSWL operators must
notify the airport operator and the FAA of the proposal as early as possible pursuant to 40 CFR
258.
b. Waste handling facilities within separations Identified In Sections 1-2 through 1-4. To
claim successfully that a waste -handling facility sited within the separations identified in
Sections 1-2 through 1-4 does not attract hazardous wildlife and does not threaten aviation, the
developer must establish convincingly that the facility will not handle putrescible material other
than that as outlined in 2-2b. The FAA strongly recommends against any facility other than that
as outlined in 2-2b (enclosed transfer stations). The FAA will use this information to determine
if the facility will be a hazard to aviation.
c. Putrescible-Waste Facilities. In their effort to satisfy the EPA requirement, some putrescibie-
waste facility proponents may offer to undertake experimental measures to demonstrate that
their proposed facility will not be a hazard to aircraft. To date, no such facility has been able to
demonstrate an ability to reduce and sustain hazardous wildlife to levels that existed before the
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AC 150/5200-33A
7/27/2004
putrescible-waste landfill began operating. For this reason, demonstrations of experimental
wildlife control measures may not be conducted in an airport's AOA.
4-3.OTHER LAND -USE PRACTICE CHANGES. As z matter of policy, the FAA encourages operators of
public use airports who become aware of proposed land use practice changes that may attract hazardous
wildlife within 5 statute miles of their airports to promptly notify the FAA. The FAA also encourages
proponents of such land use changes to notify the FAA as early in the planning process as possible.
Advanced notice affords the FAA an opportunity (1) to evaluate the effect of a particular land -use change
on aviation safety and (2) to support efforts by the airport sponsor to restrict the use of land next to or
near the airport to uses that are compatible with the airport.
The airport operator, project proponent, or land -use operator may use FAA Form 7460-1, Notice of
Proposed Construction or Alteration, or other suitable documents similar to FAA Form 7460-1 to notify the
appropriate FAA Regional Airports Division Office. Project proponents can contact the appropriate FAA
Regional Airports Division Office for assistance with the notification process.
It is helpful if the notification includes a 15-minute quadrangle map of the area identifying the location of
the proposed activity. The land -use operator or project proponent should also forward specific details of
the proposed land -use change or operational change or expansion. In the case of solid waste landfills,
the information should include the type of waste to be handled, how the waste will be processed, and final
disposal methods.
a. Airports that have received Federal grant-in-aid assistance. Airports that have received
Federal grant-in-aid assistance are required by their grant assurances to take appropriate
actions to restrict the use of land next to or near the airport to uses that are compatible with
normal airport operations. The FAA recommends that airport operators to the extent
practicable oppose off -airport land -use changes or practices within the separations identified in
Sections 1-2 through 1-4 that may attract hazardous wildlife. Failure to do so may lead to
noncompliance with applicable grant assurances. The FAA will not approve the placement of
airport development projects pertaining to aircraft movement in the vicinity of hazardous wildlife
attractants without appropriate mitigating measures. Increasing the intensity of wildlife control
efforts is not a substitute for eliminating or reducing a proposed wildlife hazard. Airport
operators should identify hazardous wildlife attractants and any associated wildlife hazards
during any planning process for new airport development projects.
b. Additional coordination. If, after initial review by the FAA, questions remain about the
existence of a wildlife hazard near an airport, airport operators should consult a wildlife damage
management biologist. Such questions may be triggered by a history of wildlife strikes at the
airport or the proximity of the airport to a wildlife refuge, body of water, or similar feature known
to attract wildlife. Once identified, such questions require resolution prior to the project's
implementation.
14

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AC 150/5200-33A
Appendix 1
APPENDIX 1. DEFINITIONS OF TERMS. USED IN THIS ADVISORY CIRCULAR.
1. GENERAL. This appendix provides definitions of terms used throughout this AC.
1. Air operations area. Any area of an airport used or intended to be used for landing, takeoff, or
surface maneuvering of aircraft. An air operations area includes such paved areas or unpaved
areas that are used or intended to be used for the unobstructed movement of aircraft in addition
to its associated runway, taxiways, or apron.
2. Airport operator. The operator (private or public) or sponsor of a public -use airport.
3. Approach or departure airspace. The airspace, within 5 statute miles of an airport, through
which aircraft move during landing or takeoff.
4. Bird balls. High -density plastic floating balls that can be used to cover ponds and prevent birds
from using the sites.
5. Certificate holder. The holder of an Airport Operating Certificate issued under Title 14, Code of
Federal Regulations, Part 139.
6. Construct a new MSWL. To begin to excavate, grade land, or raise structures to prepare a
municipal solid waste landfill as permitted by the appropriate regulatory or permitting agency.
7. Detention ponds. Storm water management ponds that hold storm water for short periods of
time, a few hours to a few days.
8. Establish a new MSWL. When the first load of putrescible waste is received on -site for
placement in a prepared municipal solid waste landfill.
9. Fly ash. The fine, sand -like residue resulting from the complete incineration of an organic fuel
source. Fly ash typically results from the combustion of coal or waste used to operate a power
generating plant.
10. General aviation aircraft. Any civil aviation aircraft not operating under 14 CFR Part 119,
Certification: Air Carriers and Commercial Operators.
11. Hazardous wildlife. Species -of wildlife (birds-, mmals, reptiles),..including feral animals and
domesticated animals not under control, that are associated with aircraft strike problems, are
capable of causing structural damage to airport facilities, or act as attractants to other wildlife that
pose a strike hazard
12. Municipal Solid Waste Landfill (MSWL). A publicly or privately owned discrete area of land or
an excavation that receives household waste and that is not a land application unit, surface
impoundment, injection well, or waste pile, as those terms are defined under 40 CFR § 257.2. An
MSWL may receive other types wastes, such as commercial solid waste, non -hazardous sludge,
small -quantity generator waste, and industrial solid waste, as defined under 40 CFR § 258.2. An
MSWL can consist of either a stand alone unit or several cells that receive household waste.
13. New MSWL. A municipal solid waste landfill that was established or constructed after April 5,
2001.
14. Plston-powered aircraft. Fixed -wing aircraft powered by piston engines.
15

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Appendix 1
16
7/27/2004
15. Piston -use airport. Any airport that does not sell Jet -A fuel for fixed -wing turbine -powered
aircraft, and primarily serves fixed -wing, piston -powered aircraft. Incidental use of the airport by
turbine -powered, fixed -wing aircraft would not affect this designation. 'However, such aircraft
should not be based at the airport.
16. Public agency. A State or political subdivision of a State, a tax -supported organization, or an
Indian tribe or pueblo (49 U.S.C. § 47102(15)).
17. Public airport. An airport used or intended to be used for public purposes that is under the
control of a public agency; and of which the area used or intended to be used for landing, taking
off, or surface maneuvering of aircraft is publicly owned (49 U.S.C. § 47102(16)).
18. Putrescible waste. Solid waste that contains organic matter capable of being decomposed by
micro-organisms and of such a character and proportion as to be capable of attracting or
providing food for birds (40 CFR §257.3-8).
19. Putrescible-waste disposal operation. Landfills, garbage dumps, underwater waste
discharges, or similar facilities where activities include processing, burying, storing, or otherwise
disposing of putrescible material, trash, and refuse.
20. Retention ponds. Storm water management ponds that hold water for several months.
21. Runway protection zone (RP2). An area off the runway end to enhance the protection of
people and property on the ground (see AC 150/5300-13). The dimensions of this zone vary with
the airport design, aircraft, type of operation, and visibility minimum.
22. Scheduled air carrier operation. Any common carnage passenger -carrying operation for
compensation or hire conducted by an air carrier or commercial operator for which the air carrier,
commercial operator, or their representative offers in advance the departure location, departure
time, and arrival location. It does not include any operation that is conducted as a supplemental
operation under 14 CFR Part 119 or as a public charter operation under 14 CFR Part 380 (14
CFR § 119.3).
23. Sewage sludge. Any solid, semi -solid, or liquid residue generated during the treatment of
domestic sewage in a treatment works. Sewage sludge includes, but is not limited to, domestic
septage; scum or solids removed in primary, secondary, or advanced wastewater treatment
process; and a material derived from sewage sludge. Sewage does not include ash generated
during the firing of sewage sludge in a sewage sludge incinerator or grit and screenings
generated during preliminary treatment of dammstic sewage in a treatment works. (40 CFR 257.2)
24. Sludge. Any solid, semi -solid, or liquid waste generated form a municipal, commercial or
industrial wastewater treatment plant, water supply treatment plant, or air pollution control facility
or any other such waste having similar characteristics and effect. (40 CFR 257.2)
25. Solid waste. Any garbage, refuse, sludge, from a waste treatment plant, water supply treatment
plant or air pollution control facility and other discarded material, including, solid liquid, semisolid,
or contained gaseous material resulting from industrial, commercial, mining, and agricultural
operations, and from community activities, but does not include solid or dissolved materials in
domestic sewage, or solid or dissolved material in irrigation return flows or industrial discharges
which are point sources subject to permits under section 402 of the Federal Water Pollution
Control Act, as amended (86 Stat. 880), or source, special nuclear, or by product material as
defined by the Atomic Energy Act of 1954, as amended, (68 Stat. 923). (40 CFR 257.2)
26. Turbine -powered aircraft. Aircraft powered by turbine engines including turbojets and
turboprops but excluding turbo -shaft rotary -wing aircraft.

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Appendix 1
27. Turbine -use airport. Any airport that sells Jet -A fuel for fixed -wing turbine -powered aircraft
28. Wastewater treatment facilibl. Any devices and/or systems used to stare, treat, recycle, or
reclaim municipal sewage or liquid industrial wastes, including Publicly Owned Treatment Works
(POTW), as defined by Section 212 of the Federal Water Pollution Control Act (P.L. 92-500) as
amended by the Clean Water Act of 1977 (P.L. 95-576) and the Water Quality Act of 1987 (P.L.
100-4). This definition includes any pretreatment involving the reduction of the amount of
pollutants, the elimination of pollutants, or the alteration of the nature of pollutant properties in
wastewater prior to or in lieu of discharging or otherwise introducing such pollutants into a
POTW. (See 40 CFR Section 403.3 (o), (p), & (q)).
29. Wildlife. Any wild animal, including without limitation any wild mammal, bind, reptile, fish,
amphibian, mollusk, crustacean, arthropod, coelenterate, or other invertebrate, including any
part, product, egg, or offspring thereof (50 CFR 10.12, Taking, Possession, Transportation, Sale,
Purchase, Barter, Exportation, and Importation of Wildlife and Plants). As used in this AC, wildlife
includes feral animals and domestic animals out of the control of their owners (14 CFR Part 139,
Certification of Airports).
30. Wildlife attractants. Any human -made structure, land -use practice, or human -made or natural
geographic feature that can attract or sustain hazardous wildlife within the landing or departure
airspace or the airport's AOA. These attractants can include architectural features, landscaping,
waste disposal sites, wastewater treatment facilities, agricultural or aquaculture activities, surface
mining, or wetlands.
31. Wildlife hazard. A potential for a damaging aircraft collision with wildlife on or near an airport.
32. Wildlife strike. A wildlife strike is deemed to have occurred when:
a. A pilot reports striking 1 or more birds or other wildlife;
b. Aircraft maintenance personnel identify aircraft damage as having been caused by a
wildlife strike;
c. Personnel on the ground report seeing an aircraft strike 1 or more binds or other wildlife;
d. Bird or other wildlife remains, whether in whole or in part, are found within 200 feet of a
runway centerline, unless another reason for the animal's death is identified;
e. The animal's presence on the airport had a significant negative effect on a flight (i.e.,
aborted takeoff, aborted landing, high-speed emergency stop, aircraft left pavement area
to avoid collision with animal) (Transport Canada, Airports Group, (Mldl/fe Control
Procedures Manual, Technical Publication 11500E, 1994).
2. RESERVED
17

AC 150/5200-33A
Appendix 1
Intentionally Left Blank
18
7/27/2004

USDA
aw
United States
Department of
lgriculture
Animal and Plant
4ealth Inspection
iervice
Wildlife Services
AD (USDA WS)
ISC Box 6006
t3LDG 4223 Rifle Range RD
MCAS Cherry Point, NC
,9533-0006
,252) 4664964 telephone
(252) 46&2000 fax
ISN extension: 582
[e-mail]
FOR OFFICIAL USE ONLY 04 June 2004
Mr. Eric M. Stumph, P.E.
Talbert & Enright, Inc.
4810 Shelley Drive
Wilmington, NC 28405
RE: Wilmington International Airport Storm water Master Plan: Executive
Summary of USDA Wildlife Services recommendations.
Introduction, background authority:
This correspondence references the Wilmington International Airport (ILM)
Storm water Master Plan that your firm is handling at the behest of the airport.
Specifically, this executive summary details the North Carolina. Program of
USDA Wildlife Services (WS) assessment and comments related to project
meetings and visits to the site during February, March and May of 2004. This
work also fuflls a portion of the work as outlined in the Cooperative Services
Agreement signed during late .Ianum y 2004 between Talbert & Bright, Inc. and
the North Carolina Program of USDAIAPHISIWS
The primary statutory authority by which our program operates is the Animal
Damage Control Act of 1931, as amended (7 U.S.C. 426-426c, 46 Stat 1468),
which authorizes WS to manage migratory bird damage. Additionally, the Rural
Development, Agriculture, and Related Agencies Appropriations Act of 1988
authorizes and directs the Secretary of Agriculture to cooperate with states,
individuals, public and private agencies, organizations, and institutions in the
control of nuisance mammals and birds deemed injurious to the public. The
ability of WS to render a professional opinion in this matter stems from our
relationship with the Federal Aviation Administration (FAA) as defined by the
memorandum of understanding between our two agencies (MOUNo. 12-34-71-
0003) and a new memorandum of agreement to address aircraft -wildlife strikes
signed by several federal agencies (e-g., FAA, USACE, etc.) that conduct work
related to this topic. The biological opinions and comments related to this
project are in part guided by information contained in the current FAA Advisory
Circular I5015200-33, "Hazardous Wildlife Attractants On or Near Airports' ;
the draft FAA Advisory Circular of the same title (i. e., AC 15015200-33A) and
my training as a professional wildlife biologist trained in assessing wilagtfe
damage management situations It is my understanding that the draft advisory
circular mentioned above will become current by the end of this year with little
tono change in language or content
APHIS PrOn rig American Agriculture
i Equal opportunity Employer
I

Wilmington International Airport FOR OFFICIAL USE ONLY 2
Storm water Master Plan
General project backgrounck
Specifically, ILM seeks to. expand existing propeny for development. Storm water
manager rent nay be required to maintain water quality. at developed sites and associated
areas per existing local and state environmental regulations. Talbert & Bright,, IncAs
engaged to provide storm water pdar Wng. Qptions to achieve warier quality, needs in
accordance with Best Management Practices guidance given by the North Carolina
Department of Environment and Natural Resources. WS was asked to comment on proposed
storm water management planning options (i. e., detention structures) as they may relate to
potential wildlife hazards to aviation WS was engaged through a cooperative service
agreement to provide this assistance to Talbert & Bright, Inc.
Executive Summary of Recommendzilons:
R M is located in a coastal estuarine environment near Wilmington, -North Carolina. Given
this location the area lies within the eastern migratory bird flyway generally as recognized by
the natural resources profession and U. S. Fish and Wildlife Service. Certain sections of the
airport are bordered by Smith Creek. The creek is subject to tidal influence. Some areas
subject to tidal influence are in the approach/ departure airspace of the facility. This setting
coupled with wildlife/ habitat observations collected during two site visits .by WS are such
that the guidance contained in FAA Advisory Circular (AC) 150/5200-33 and the draft
revision of the AC (150/5200-33A) are applicable to this project.
WS strongly recommends that wet detention basins be avoided for use as stormwater
management structures at II,M. Permanent wet detention basins would contain pooled water
thereby creating habitat. for birds hazardous to aviation, specifically waterfowl and gulls. An
increase in this habitat type will increase the risks posed by wildlife hazardous to aviation.
The risk will be elevated by attracting wildlife to areas near the movement area of the airport.
The existing FAA strike record, for the airport, indicates that gulls and waterfowl (i.e.,
Hooded mergansers) have been involved in previous bird/ aircraft strike events at the airport.
If wet basins are employed, they will require significant mitigation response from the airport.
Mitigation would include excluding wildlife from the basins through the use of exclusion -
devices (e.g., floating balls, grid wiring, and/ or floating covers) or through the development
of a more intensive wildlife hazard abatement program (i.e., harassment of wildlife by airport
personnel). Mitigation measures may not be as effective as outright avoidance of the open
water wildlife attractant.
Existing wet basins on the airport should be diligently monitored for wildlife use as per
guidance in past siteMsit letter reports. The wet detention basins on non -airport land near
the approach of runway 17 should be monitored for wildlife in a similar manner. It is
recommended that the airport contact neighboring landowners in this area to discuss wildlife
use of these sites and develop a suitable management plan. The basins are currently used by
wildlife hazardous to aviation (i.e., Canada geese) to an unknown extent.

Wilmington International Airport FOR OFFICIAL USE ONLY 2
Storm water Master Plan
WS recommends that extended dry detention basins be employed for use as storm water
management structures at ILM. The lack of open water for extended periods of time (i.e.,
wet detention basins) serves to exclude water as an additional habitat feature at the airport.
This in turn; lessens the overall risk.posed'by the presence'of wildlife,hazardous to aviation
that. may seek to .use the area if water wis present. The North Carolina design'guidelines -for
extended dry detention %earns call fbr a`small permanent pool at fhe outtet device to reduce
clogging..,WS recommends that this feature be minimized or- eliminated' to reducepotential
wildlife risks. If this feature is retained the structure(s) should be' monitored,forwildlife use.
If wildlife hazardous to aviation are observed utilizing these areas mitigation measures'
should be in place to respond to lessen the risk to aviation safety.
It is advisable that areas where dry detention basins are employed meet suitable water table
and soil conditions such that typical storm water draw down can be achieved. When non-
typical storm events occur it is recommended that mitigation measures be in place whereas
the structures can be monitored for wildlife use. .If wildlife hazardous to aviation are
observed using the structures at this time mitigation measures should be employed.
Vegetation maintenance is key to successful long-term use of dry detention basins.
Established vegetation in the basins will potentially amend soil conditions such that soil
water retention may become problematic. Moist soils are more difficult to mechanically
maintain and may also act to provide more. foraging and cover opportunities for wildlife.
Given the presence of gulls' in the FAA strike record, at ITS the use of turfed: swales for
storm water management at ELM should be limited to shallow swales with gentle side slopes
and a bottom which dries out between 'rainfall events. Similar to the observation -in the last
paragraph, the moist soil conditions that form in some turfed swales and ditches may lead to
more foraging opportunities for wildlife hazardous to aviation. Mechanical maintenance of
these structures may be more difficult given moist soils. White-tailed. deer presence is
documented in the FAA strike record at ELM. Areas that are more difficult to maintain will
have increased vegetation that will provide cover for deer thereby placing deer in close
proximity to the movement area. Deer are one of the most hazardous wildlife species related
to aviation in the United States.
If you -have any specific questions, please use my contact information on this
correspondence.
Sinter y,
Michael J. Begier, Wil a iologist
Airport Safety Coordinator - North Carolina Wildlife Services
[e-mail]
ndh.kgier a p his usda.gfia

STORMWATER
BEST MANAGEMENT PRACTICES
A1"ioiii lu
ri
NCDENR
N.C. -Department of Environment and Natural Resources
Division of Water Quality
Water Quality Section
April 1999
500 copies of this public document were printed at a cost of $690.90, or $1.36 per copy.

Introduction
Management of nonpoint source pollution is a stated goal of the 1987 Water Quality Act. An important
source of these pollutants is stormwater runoff from urban and developing areas. This runoff has the
potential to degrade water quality in all types of waters,: including, among others, those classified as
water supply watersheds, shellfish areas and nutrient sensitive waters. The management. of stormwater
runoff through nonstructural controls (e.g. low density developments) is the preferred method of reducing
pollution from urban areas.. In cases where low density is not feasible, engineered stormwater controls
.are viable solutions to reducing.pollution. However, proper design of these engineered solutions is
essential fouadequate pollutant removal. In turn, dissemination of technical information to both engineers
and local officials.on the.design and maintenance of engineered solutions is equally important. Design
and review of stormwater best management practices (BMPs) as an engineered solution for. stormwater
management are the subject of this Division of Water Quality (DWQ) document.
DWQ's approach to water quality management of stormwater in surface drinking water supply
watersheds, the twenty coastal.counties and'areas near High Quality Waters and Outstanding -Resource
Waters is based first on minimizing impervious surfaces and, secondly, on treating stormwater runoff
from these surfaces. The rules contained within .15A NCAC 2H .1000 for wet detention basins provide
information on the appropriate volume of runoff to be controlled and. the- corresponding basin size and
configuration. North Carolina's Stormwater Management rules also allow for the construction of
alternative BMPs that meet the pollutant removal design standard of 85%removal of total suspended
solids (TSS): This document. is. meant to supplement the rules in the North Carolina Administrative Code
by explaining the stormwater BMPs that will be allowed,.their design criteria, and their assumed TSS
removal. These guidelines are not meant to replace these rules. The stormwater BMPs that will be
reviewed and their assumed TSS removal efficiencies, if designed according to the following
specifications, are:
B1V1fiP
Wet Detention Basins
Extended Detention Wetlands
Pocket-Wedands .
Sand Filters
Bioretention Area
Grassed Swales
Extended Dry Detention
Filter Strips
Infiltration Devices
Assumed US Removal
85%
85%
35%
85%
85%
35%
50%
25% - 40%
85%
The BMPs can be used alone or in combination to achieve the required pollutant removal of 85% TSS.
As experience grows in the use and effectiveness of the devices, other BMPs or other specifications may
be allowed. DWQ will continue to review and modify both the design and the removal efficiencies and
will modify them as needed. - Innovative and/or proprietary BMPs may be approved on a case -by -case
basis.

5.0 Grassed Swa les
5.1 - Introduction
Grassed Males are shallow trapezoidal or parabolic earthen channels covered with a dense growth of a
hardy grass such as Reed Canary or Tall Fescue. Grassed swales are sometimes classed as a We of
biofilter because the vegetation on the swale takes up some pollutants and helps. filter sediment'and other
solid particles out of the runoff. These channels convey stormwater and provide.some stormwater
management for small. storms by retarding peak flow rates, lowering velocities of runoff and by infiltrating
nmoff water into the soil. Swales are -used primarily in single-family residential developments, at the
outlets of road culverts, and as highway medians.
Enhanced grassed swales are ordinary swales with small check dams and wide basins along their course
(Schueler, et al 1992). The check clams and -the wide areas create small pools of water, which slow the
water's flow; encourage the water to infiltrate into the soil and.enhance pollutant removal. Figure l6
shows an example of -an enhanced grass swale.
The Erosion and Sediment Control' Planning and Design Manual for North Carolina describes the process
of swale design'in detail, and the designer should consult it for general design and vegetation..
specifications. When a swale is designed and installed for the. purpose of water quality protection in
addition to the basic purpose of transporting stormwater, the design velocities are. lower. The
requirements for reduced velocities are to allow a greater contact time with the vegetation and to allow
for more infiltration.
Grassed swales have a long history of use for stormwater conveyance, and they normally provide long-
term water quality protection. However, because of their limited pollutant removal ability, grassed swales
are not a sufficient means to reach the 85% TSS removal requirement. They cam be used as one -of a series
of BMPs that when combined with other'BMPs can provide sufficient protection to surface waters: An
example would-be a development that used a combination of grassed swales and extended dry detention to
achieve the required 85% TSS removal. For -the purposes of satisfying the requirements for stormwater
treatment found in NCAC 15A 2H.1000, a properly designed and constructed grass swale is assumed to
have a TSS removal of 35%.
5.2 'General Characteristics
Grassed swales have had mixed results in*removing particulate pollutants such as sediment and trace
metals. They are generally. unable to remove significant amounts of soluble plant nutrients. Swales have
proven to be very reliable with few failures. However, formation of gullies or thinning of the vegetative
cover will reduce pollutant removal and cause the swale to fail -as a pollutant -removing device.
5.3 Advantages
The primary advantages of grassed swales include relatively low construction and maintenance costs,
increased infiltration, additional wildlife habitat in some cases, elimination of curbs and gutters which
collect and deliver pollutants to receiving waters, and a pleasing appearance In areas with low amounts of
66

impervious surface, such as single-family residential areas, curbs and gutters can be replaced by swales,
resulting in increased stormwater pollutant removal and improved aesthetics.
5.4 Disadvantages
Disadvantages of swales include limited pollutant removal, increased nutrient concentrations in runoff due
to fertilization of the grass in the swales; and standing water, which may cause safety, odor and/or
mosquito problems.
&5 Costs
Swales cost less to construct than curbs,.gutters, and underground pipes; however, swales take up more
land area. The costs of maintaining swales are usually minimal. However, special maintenance such as
extensive sediment removal or erosion repair may becom expensive.
5.6 Design Requirement*
• Longitiidinal slope should be in the.range -of 2 to 4%. If slope along the flow path exceeds 4%,
then checkdams must be installed to reduce the effective slope to below 4%.
• Side. slopes should be no greater than 3:1 horizontal to vertical. -
• Maximum runoff velocity 1lwuld be 2 fps for.the peak runoff oft'he 2-year storm.
• Design must also nonerosively pass the peak runoff rate from the 10-year storm.
• . Length of &wale shall be at least 100 feet per acre of drainage area.
• A. vegetation plan shalt be pftpared in accordance with the recommendations found'in the Erosion
ASediment Control planuing. and Desisa Nfanital.
• Swales should be stabilized within 14 days of swale construction. -
Other general recommendations for design and construction of grassed swales for pollutant removal are:
• Swales should be constructed on permeable, noncompacted soils.
• Swales should be sited in areas where the seasonal high water table is at least one. foot below the
bottom of the swale. -
• Swales. should not carry dry -weather flows or c0nstatt flows of water; and
• Swales should have short contact tittles or short grass height.
.5.7 Maintenargc*
Swale -maintenance basically involves normal grass management activities such as mowing and resodding
when necessary and periodic sediment removal, if significant deposition occurs. Maintenance shall be
performed as follows:
• At least once annually, remove excess sediment, especially from the upstream edge, to maintain
original contours and grading.
68

• At least once annually, repair any erosion and-regrade the swale to ensure that the runoff flows
evenly in a thin sheet through the swale.
• At least once annually, inspect vegetation and revegetate the swale to maintain a dense growth of
vegetation.
• Grassed swales shall be mowed at least twice annually to a maximum height of six inches.
5.8 RWerences
1. Arnold, J.A., ed. D.E. Line, S.W. Coffey, and J. Spooner.1993. Stormwater Management Guidance
Manual. North Carolina Cooperative Extension Service and North Carolina Division of Environmental
Management. Raleigh, NC
.2. Berman,.Laurel, C. Hardine, N. Ryan, and J.D. Thorne, P.E. 1991. Urban Runoff: Water Quality
Solutions. The American Public Works Association Research Foundation. 58 pp.
.3. Birch, P.B., Ph.D..and H.E. Pressley (eds.)1992.. Stormwater Management Manual .for the Puget
Sound Basin. Review Draft. Dept. of Ecology. Publication.number 90-73.
4. Gibb, A., B. Bennett,. and A. Birkbeck. 1991. Urban Runoff Quality and Treatment: A Comprehensive
Review. File number 2-51-246(242). British Columbia Research Corporation. Vancouver, British
Columbia.
5. North Carolina Department of Environment, Health, and Natural Resources, Division of Land Quality.
Raleigh, NC: September 1988. Erosion and Sediment Control Planning and Design Manual.
6. Schueler, T.R., P. A. Kumble, and M. A. Heraty. 1992. A Current Assessment of Urban Best
Management Practices: Techniques for -Reducing Non Point Source Pollution in the Coastal Zone.
Publication number 92705. Metropolitan Washington Council of Governments. Washington, DC. 127 pp.
7. Schueler, T.R. 1987..Controlling Urban Runoff A Practical Manual for Planning and Designing
Urban BMPs. Publication number 87703. Metropolitan Washington Council of Governments.
Washington, DC. 275. pp.
.8: Stake, P. aud"B. Urbonas. 1990. Sto=mwater Detention For Drainage, Water Quality, and CSO
Management. Prentice Hall, Inc. Englewood Cliffs, NJ. 338 pp.
9. U.S. EPA.1990. Urban Targeting and BMP Selection. Information and Guidance Manual for State
Nonpoint Source Program.8taff Engineers and Managers. The Terrene Institute. EPA No. 68-CS-0034.
54.pp.
10. U.S. EPA. 1992. Stormwater Management for Industrial Activities: Developing Pollution Prevention
Plans and Best Management'Practices.' Office of Water. Government Institutes, Inc. Rockville, MD.
11. Urbonas, B. and L.A. Roesner, eds.1996. Urban'Runoff Quality —Impact and Quality Enhancement
Technology. American Society of Civil Engineers. New York, NY. 477 pp:
69

12. WhipPle, W., N.S. Grigg, T. Grizzard, C. W. Randall, R. P. Shubinski, and L. S. Tucker.
1983. Stormwater Management in Urbanizing Areas. Prentice Hall, Inc. Englewood Cliffs, NJ.
234 pp.
70

6.0 Extended Dry Detention Basins
6.1 introduction
Dry detention basins are also called dry ponds, dry detention ponds and detention basins. These basins
have been the workhorse for control of stormwater peak flows in other states and in some areas of North
Carolina for years; hence, there is a fair body of knowledge to assist in their design and operation. Their
use as a water quality BMP is less well understood, and what data exists seems to suggest that basins
designed only for .peak flow attenuation do not provide significant water quality benefits. Extended dry
detention basins are similar to conventional dry basins, but provide for a longer detention time for a more
frequent storm. ltigure 17 shows an example of an, extended dry detention basin.
The conventional design of dry detention basins is to simply hold or detain stormwater for a short
interval of time, at least 24 hours, to reduce the peak flows in the receiving water. The -basin should dry
out between storms. Primary design.values for detention basins are the detention time (which is the
amount of time the stormwater is held in the basin before being discharged) and the basin volume (which
`determines the amount of runoff that can be held for the desired length of time).
With the present emphasis on,improving stormwater quality, new basins are designed to remove
pollutants and existing basins can be modified to enhance pollutant removal. Extended dry detention
basins designed according to the chteria.provided herein are assumed to achieve a 50% TSS removal
rate. Since dry detention basins have not been demonstrated to.provide the level of pollutant removal
that is required under 15A NCAC 21 LIO00 they must be'used in combination with other BMPs such as
grassed swales'to achieve 85% TSS removal.
6.2 Advantages
Dry detention basins are usually not.limited by terrain or soils. They ptrn+ide excellent streambank
erosion protection and treatment of stormwater when -used in combination with other stormwater control
practices such as wetlands or when retrofitted with permanent pools. Modified dry basins can provide
wetlands and wet meadows for animal habitat'if the basins incorporate permanent pools and proper
landscaping.
6.3 Disadvantages
Dry extended detention basins are usually considered unattractive by residents. Poorly maintained basins
can create nuisance odors, breed insects and collect trash. Poorly located basins can remove valuable
animal habitat and degrade streams and forests. Dry basins require a fair amount of land area, depending
on the terrain of the land and are normally placed where they cannot be easily seen as most residents
consider them unattractive.
71

6.4 Costs
Detention basins are inexpensive compared to other stormwater control practices when tinily construction
costs are considered. If land costs are high, then they can become one of the more expensive stormwater
BWs. Maintenance costs are higher than many other practices.
6.5 Design Requirements
P Extended dry detention basins capture the runoff .from the 1-year 24-hour storm and release it over a
period of 48 hours or capture the runoff from the 1 inch storm and allow it to draw down over a
period of 2 to S days.
• Minimum flow length' to Width ratio of 3:1:
• Side slopes of the pond should be no steeper than 3:1 horizontal to vertical.
• Extended detention basins niust include a.smail permanent pool near the outlet orifice to reduce
clogging and keep floating debris away from the'outlet.
• - Cleanout access must. be provided that is sufficient for heavy machinery.
• There must be a.drain that will completely empty the basin for cleanout.
• . Any additional peak flow control that the local government requires must be met.
• There must be vegetation plan prepared by a NC licensed professional. Consideration must be given
to the grasses specified due to the frequent inundations.
• The basin must be stabilized with.14 days of constmctiotL This might be in the form of .final
vegetation, or a temporary -means of.providing stabilization until the vegetation'becomes established.
• If the basin was, used.during-construction as a sediment basin'or-trap, then the basin must be cleaned
out, graded, and vegetated within. l4-days of the completion of construction.
• In addition to the detention volume; the design must provide for the sediment storage that is equal to
20% of the detention volume.
• Inlet and outlet channels should be protected from scoter during high flows from large storms.
Standard erosion control measures work very well. The Land Quality Section of the North Carolina
Department of Environment and Natural Resources and the US Department of Agriculture Natural
Resource Conservation Service (SCS) can provide valuable information on erosion and sediment
control techniques.
The previous illustration, Figure 17, shows a cross-section of an. extended retention pond that would
.meet the above criteria. It shows the use of an inverted pipe orifice that is submerged in the small
permanent pool. This allows.a more consistent prediction of drawdown time, and provides some
protection from clogging.
6.6 Additional Design Considerations:
Sediments can be resuspended by the incoming runoff. Therefore it is recommended that there be
either an additional plunge pool at the inlet of the basin or sufficient measures such as riprap to
disperse the energy.
A forebay to capture sediment.can minimize cleanout problems. It is a good idea to provide adequate
access for equipment to.be used for cleanout. Also, paving or flexible revetment in the forebay can
allow for rapid access and quick sediment removal by heavy equipment.
73

Consideration should be given to the soil type of the site of the basin. Uncompacted, natural soils
will provide the best media for vegetation and will introduce less sediment in the incoming water.
The seasonal high water table should be at least 1 foct below the bottom of thie extended dry
detention basin.
6.7 Maintenance
Dry basins require frequent mowing and unclogging of outlets. Poorly designed basins with steep side
slopes may be -hazardous to mow with power.equipment creating difficult and/.or expensive maintenance.
Trash, debris and sediment accumulation is rapid in most basins, requiring frequent cleaning.
Detention basins usually do not normally fall structurally; however, many dry.detention basins are not
functioning as designed mainly because they do not empty completely between storms. This reduces the
effective storage volume and detention time for incoming storm flows
Maintenance. Requirements are as follows:
• All grassed areas of an extended dry detention basin should be mowed at least'twice annually..
• :Extended dry detention basins will tend to collect debris, and it should be removed whenever:it
accumulates, or at least twice annually. .
• The basin should be inspected annually after -a rain event to ensure that it is operating as designed. -
At a minimum, items that should be included in the annual inspection and addressed are:
1. clogging of the outlet or too rapid a release,
2. erosion on the banks,
'3. erosion afthe inlet and outlet,
4. sediment -accumulation and the need for removal,
5: condition of the emergency spillway, and
6. woody vegetation in the embankment.
6.8 . beak Fiom Reduction
Dry. detention basins are normally used to reduce peak flows from storms of varying recurrence
frequency. ' Their pollutant removal potential is enhanced when used in conjunction with permanent
pools, wetlands, etc.
.6.9 References
1. Arnold, J.A., ed. D.E. Line, S.W. Coffey,.and J. Spooner. 1993. Stormwater Management Guidance
Manual: North Carolina Cooperative Extension. Service and North Carolina Division of IRPA-tonmental
Management. Raleigh, NC
2. Berman, Laurel, C. Hartline, N. Ryan, and J.D. Thorne, P.E. 1991. Urban Runoff Water Quality
Solutions. The American Public Works Association Research Foundation. 58 pp.
3. Birch, P.B. Ph.D. and HE. Pressley (eds:)1992. Stormwater Management Manual for the Puget
Sound Basin. Reviewbraft. Dept. of Ecology. Publication number 90-73.
74

4. Gibb, A., B. Bennett, and A. Birkbeck. 1991- Urban Runoff Quality and Treatment: A Comprehensive
Review. File number 2-51-246(242). British Columbia Research Corporation. Vancouver British
Columbia.
5. North Carolina Department -of Environment, Health, and Natural Resources, Division of Land Quality,
Raleigh, NC. September 1988..Erbsion and Sediment Control Planning and Design Manual.
.6. Shueler, TX,.P.A.'Kumble, and M.A.1jeraty. 1992. A Current Assessment of Urban test
Management Practices: Techniques for Reducing Non Point Source Pollution in the'Coastal Zone.
Publication number 92705. Metropolitan Washington Council of Governments. Washington, D.C:127
PP.
7. Shueler, T. R.1987. Controlling Urban Runoff: A Practical Manual for Planning and Designing
Urban BMPs. Publication number.87703. Metropolitan Washington Council of Governments,
Washington, D.C. 275 pp.
8.- Stahre, P. and B: Uftnas. 1990. Stormwater Deintion For Drainage, Water Quality and CSO
Management.. Prentice Hail, 'Inc. Englewood Cliffs. NJ. 338 pp.
9. U.S.°EPA. 1990. Urban Targeting and.BMP Selection. Information and Guidance Manual for State
Nonpoint Source Program Staff L+ngineers and Managers. The Terr me Institute. SPA No, 68-C8-0034.
54 Pp.
10: U.S. EPA. 1992_ Sto iiwater Management for Industrial Activities:. Developing Pollution Prevention
Plans and Best Management Practices. Office of Water. Government Institutes, Inc. Rockville, MD.
11. Urbobas, B. and L.A. Roesner, ids. 1986.. Urban Runoff Quality -= Impact and Quality Enhancement
Technology.. American Society of Civil Engineers. New York, NY. 477 pp.
12. Whipple, W., N.S..Gregg, T. Grizzard, C. `gV.'Randall, R.P. Shubinski, and L.S. Tucker. 1985.
Stormwater Management in Urbanizing Areas. Prentice Hall, Inc. Englewood.Cliffs. NJ. 234 pp.
75

Cost Opinion Phased Distributed System
Stormwater Master Plan
Wilminaton International Airport
Wilmington., North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Description
Airport Cost
Tenant Cost
Phase I - Tenant (39 ac)
$
455,000.00
Phase I - Parking Lot Expansion (13 ac)
$
218,400.00
Phase I - GA Apron Expansion (15 ac)
$
206,830.00
Total Phase I Cost (67 ac)
$
425,230.00
$
455,000.00
Phase II - Tenant (102 ac)
$
1,040,650.00
Phase II - Conveyance System - Tenant
$
1,918,605.00.
Total Phase II Cost (102 ac)
$
1,918,605.00
$
1,040,650.00
Phase III - Tenant (47 ac)
$
496,600.00
Phase III - Conveyance System - Tenant
$
1,331,200.00
Phase III -Airline Terminal (61 ac)
$
436,475.00
Total Phase III Cost (108 ac)
$
1,767,675.00
$
496,600.00
Phase IV - Conveyance System - Tenant
$
399,100.00
Total Phase IV Cost (37 ac)
$
399,100.00
Area A - Ext. Dry Det.Basin - Airport (108 ac)
$
1,643,005.00
Area B - Ext. Dry Det. Basin - Tenant (56 ac)
$
535,730.00
Innerconnection Between Basins
$
261,300.00
Total Fact. Dry Detention Basin No. 2 (164 ac)
$
1,904,305.00
$
535,730.00
Total Cost
$ 6,414,915,007
,414,915.00
$
2,527,980.00

Cost Opinion Distributed System
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Example Ext. Dry Det. Basin (Distributed)
10
EA
$456,950.00
$4,569,500.00
Extended Dry Detention Basin No. 2
1
EA
$2,440,035.00
$2,440,035.00
Conveyance Pipe System A (Distributed)
1
EA
$717,600.00
$717,600.00
Conveyance Pipe System B (Distributed)
1
EA
$132,275.00
$132,275.00
Conveyance Pipe System C (Distributed)
1
EA
$2,799,030.00
$2,799,030.00
Total
$10,658,440.00

Cost Opinion Centralized System
Stormwater Master Plan
Wilmington International Airport
Wilmington., North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Extended Dry Detention Basin No. 1
1
EA
$2,693,730.00
$2,693,730. 00
Extended Dry Detention Basin No. 2
1
EA
$2,440,035.00
$2,440,035.00
Conveyance Pipe System A (Centralized)
1
EA
$1,137,500.00
$1,137,500.00
Conveyance Pipe System B (Centralized)
1
EA
$172,575.00
$172,575.00
Conveyance Pipe System C (Centralized)
1
EA
$3,255,200.00
$3,255,200.00
Total
$9,699,040.00

Extended Dry Detention Basin No
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$150,000.00
$150,000.00
Clearing and Grubbing
15
AC
$5,000.00
$75,000.00
Unclassified Excavation
235,000
CY
$5.00
$1,175,000.00
Temporary Silt Fence
7,500
LF
$3.00
$22,500.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
18" DIP w/End Cap
100
LF
$60.00
$6,000.00
24" RCP
150
LF
$80.00
$12,000.00
36" RCP
200
LF
$100.00
$20,000.00
48" RCP
250
LF
$150.00
$37,500.00
60" RCP
50
LF
$300.00
$15,000.00
6' DIA MH
1
EA
$10,000.00
$10,000.00
18" RCP Headwall
1
EA
$2,000.00
$2,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
36" RCP Headwall - Double
2
EA
$5,000.00
$10,000.00
48" RCP Headwall - Double
2
EA
$6,000.00
$12,000.00
60" RCP Headwall
_ 2
EA
$6,000.00
$12,000.00
Low Flow Channel (4' Bottom Width)
3400
LF
$100.00
$340,000.00
Rip Rap
240
CY
$50.00
$12,000.00
Demo. Drainage Structures
1
LS
$10,000.00
$10,000.00
Fence Relocation
2500
LF
$30.00
$75,000.00
Roadway Restoration
1
LS
$20,000.00
$20,000.00
Seeding
20
AC
$1,500.00
$30,000.00
Mulching
20
AC
$1,000.00
$20,000.00
Subtotal
$2,072,100.00
Design, Permitting, CA, Etc.
$621,630.00
Total
$2,693,730.00

Extended Dry Detention Basin No. 2
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$140,000.00
$140,000.00
Unclassified Excavation
100,000
CY
$5.00
$500,000.00
Temporary Silt Fence
6,500
LF
$3.00
$19,500.00
Rip Rap Inlet Protection
2
EA
$600.00
$1,200.00
18" DIP w/End Cap
50
LF
$60.00
$3,000.00
24" RCP
150
LF
$80.00
$12,000.00
30" RCP
50
LF
$95.00
$4,750.00
60" RCP
2,410
LF
$300.00
$723,000.00
4' DIA MH
1
EA
$6,000.00
$6,000.00
5' DIA MH
1
EA
$8,000.00
$8,000.00
6' DIA MH
2
EA
$10,000.00
$20,000.00
18" RCP Headwall
1
EA
$2,000.00
$2,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
30" RCP Headwall
1
EA
$2,500.00
$2,500.00
60" RCP Headwall
3
EA
$6,000.00
$18,0 00.00
60" RCP Headwall - Double
2
EA
$12,000.00
$24,000.00
Low Flow Channel (4' Bottom Width)
2500
LF
$100.00
$250,000.00
Demo. Drainage Structures
1
LS
$65,000.00
$65,000.00
Taxiway Restoration
1
LS
$30,000.00
$30,000.00
Roadway Restoration
1
LS
$5,000.00
$5,000.00
Seeding
15
AC
$1,500.00
$22,500.00
Mulching
15
AC
$1,000.00
$15,000.00
Subtotal
$1,876,950.00
Design, Permitting, CA, Etc.
$563,085.00
Total
$2,440,035.00

Conveyance Pipe System A (Centralized)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$55,000.00
$55,000.00
Temporary Silt Fence
4000
LF
$3.00
$12,000.00
54" RCP
650
LF
$200.00
$130,000.00
72" RCP
1200
LF
$500.00
$600,000.00
10' DIA MH
3
EA
$20,000.00
$60,000.00
72" Headwall/Endwall
1
EA
$8,000.00
$8,000.00
Seeding
4
AC
$1,500.00
$6,000.00
Mulching
4
AC
$1,000.00
$4,000.00
Subtotal
$875,000.00
Design, Permitting, CA, Etc.
$262 500.00
Total
$1,137,500.00
Conveyance Pipe System B (Centralized)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$15,000.00
` 1-0o0.00
Temporary Silt Fence
1000
LF
$3.00
$3,000.00
54" RCP
460
LF
$200.00
$92,000.00
8' DIA MH
1
EA
$15,000.00
$15,000.00
54" Headwall/Endwall
1
EA
$4,000.00
$4,000.00
Seeding
1.5
AC
$1,500.00
$2,250.00
Mulching
1.5
AC
$1,000.00
$1,500.00
Subtotal
$132,750.00
Design, Permitting, CA, Etc.
$39,825.00
Total
$172,575.00

Conveyance Pipe System C (Centralized)
Stormwater Master Plan
Wilmington International Airport
Wilmington, Forth Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$150,000.00
$150,000.00
Clearing and Grubbing
6
AC
$5,000.00
$30,000.00
Temporary Silt Fence
12000
LF
$3.00
$36,000.00
48" RCP
2000
LF
$150.00
$300,000.00
60" RCP
1400
LF
$300.00
$420,000.00
72" RCP
2700
LF
$500.00
$1,350,000.00
8' DIA MH
3
EA
$15,000.00
$45,000.00
10' DIA MH
7
EA
$20,000.00
$140,000.00
72" Headwall/Endwall
1
EA
$8,000.00
$8,000.00
Seeding
10
AC
$1,500.00
$15,000.00
Mulching
10
AC
$1,000.00
$10,000.00
Subtotal
$2,504,000.00
Design, Permitting, CA, Etc.
$751,200.00
Total
$3,255,200.00

Conveyance Pipe System A (Distributed)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$41,000.00
$41,000.00
Temporary Silt Fence
4000
LF
$3.00
$12,000.00
48" RCP
620
LF
$150.00
$93,000.00
60" RCP
1150
LF
$300.00
$345,000.00
8' DIA MH
3
EA
$15,000.00
$45,000.00
60" Headwall/Endwall
1
EA
$6,000.00
$6,000.00
Seeding
4
AC
$1,500.00
$6,000.00
Mulching
4
AC
$1,000.00
$4,000.00
Subtotal
$552,000.00
Design, Permitting, CA, Etc.
$165,600.00
Total 1
$717,600.00
Conveyance Pipe System B (Distributed)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$8,000.00
$8,000.00
Temporary Silt Fence
1000
460
LF
LF
$3.00
$150.00
$3,000.00
$69,000.00
_
48" RCP
8' DIA MH
1
EA
$15,000.00
$15,000.00
48" Headwall/Endwall
1
EA
$3,000.00
$3,000.00
Seeding
1.5
AC
$1,500.00
$2,250.00
Mulching
1.5
AC
$1,000.00
$1,500.00
Subtotal
$101,750.00
Design, Permitting, CA, Etc.
$30,526.00
Total
$132,275.00

Conveyance Pipe System C (Distributed)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$162,000.00
$162,000.00
Clearing and Grubbing
8
AC
$5,000.00
$40,000.00
Temporary Silt Fence
12200
LF
$3.00
$36,600.00
48" RCP
1950
LF
$150.00
$292,500.00
60" RCP
3080
LF
$300.00
$924,000.00
72" RCP
950
LF
$500.00
$475,000.00
8' DIA MH
8
EA
$15,000.00
$120,000.00
10' DIA MH
3
EA
$20,000.00
$60,000.00
72" Headwall/Endwall
1
EA
$8,000.00
$8,000.00
Seeding
14
AC
$1,500.00
$21,000.00
Mulching
14
AC
$1,000.00
$14,000.00
Subtotal
$2,153,100.00
Design, Permitting, CA, Etc.
$645,930.00
Total
$2,799,030.00

Example Extended Dry Detention Basin (Distributed)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$24,000.00
$24,000.00
Unclassified Excavation
17500
CY
$5.00
$87,500.00
Borrow Embankment
3800
CY
$15.00
$57,000.00
Temporary Silt Fence
2000
LF
$3.00
$6,000.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
12" PVC w/End Cap
5
LF
$30.00
$150.00
24" RCP
20
LF
$80.00
$1,600.00
36" RCP
35
LF
$90.00
$3,150.00
42" RCP
35
LF
$100.00
$3,500.00
4' DIA MH
2
EA
$6,000.00
$12,000.00
V DIA MH
1
EA
$10,000.00
$10,000.00
6' DIA MH w/ Grate Top
1
EA
$10,000.00
$10,000.00
36" NCDOT Endwall
1
EA
$3,000.00
$3,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
Low Flow Channel (4' Bottom width)
1100
LF
$100.00
$110,000.00
Demo. Drainage Structures
1
LS
$5,000.00
$5,000.00
Seeding
5
AC
$1,500.00
$7,500.00
Mulching
5
AC
$1,000.00
$5,000.00
Subtotal
$351,500.00
Design, Permitting, CA, Etc.
$105,450.00
Total
$456,950.00

Phase I Tenant - Extended Dry Detention Basin (Tenant Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$26,000.00
$26,000.00
Unclassified Excavation
21000
CY
$5.00
$105,000.00
Temporary Silt Fence
2500
LF
$3.00
$7,500.00
Rip Rap Inlet Protection
2
EA
$600.00
$1,200.00
12" PVC w/End Cap
10
LF
$30.00
$300.00
24" RCP
40
LF
$80.00
$3,200.00
36" RCP
70
LF
$90.00
$6,300.00
42" RCP
70
LF
$100.00
$7,000.00
4' DIA MH
4
EA
$6,000.00
$24,000.00
V DIA MH
2
EA
$10,000.00
$20,000.00
V DIA MH w/ Grate Top
2
EA
$10,000.00
$20,000.00
36" NCDOT Endwall
2
EA
$3,000.00
$6,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
2
EA
$3,000.00
$6,000.00
24" RCP Headwall
2
EA
$2,500.00
$5,000.00
Low Flow Channel (4' Bottom Width)
1000
LF
$100.00
$100,000.00
Seeding
5
AC
$1,500.00
$7,500.00
Mulching
5
AC
$1,000.00
$5,000.00
Subtotal
$350,000.00
Design, Permitting, CA, Etc.
$105,000.00
Total 1
$455,000.00

Phase I Parking - Extended Dry Detention Basin (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$13,000.00
$13,000.00
Unclassified Excavation
7200
CY
$5.00
$36,000.00
Temporary Silt Fence
1500
LF
$3.00
$4,500.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
12" PVC w/End Cap
5
LF
$30.00
$150.00
24" RCP
20
LF
$80.00
$1,600.00
36" RCP
35
LF
$90.00
$3,150.00
42" RCP
35
LF
$100.00
$3,500.00
4' DIA MH
2
EA
$6,000.00
$12,000.00
V DIA MH
1
EA
$10,000.00
$10,000.00
6' DIA MH w/ Grate Top
1
EA
$10,000.00
$10,000.00
36" NCDOT Endwall
1
EA
$3,000.00
$3,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
Low Flow Channel (4' Bottom Width)
600
LF
$100.00
$60,000.00
Seeding
2
AC
$1,500.00
$3,000.00
Mulching
2
AC
$1,000.00
$2,000.00
Subtotal
$168,000.00
Design, Permitting, CA, Etc.
$50,400.00
Total
$218,400.00

Phase I General Aviation - Extended Dry Detention Basin (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$12,000.00
$12,000.00
Unclassified Excavation
7800
CY
$5.00
$39,000.00
Temporary Silt Fence
1200
LF
$3.00
$3,600.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
12" PVC w/End Cap
5
LF
$30.00
$150.00
24" RCP
20
LF
$80.00
$1,600.00
36" RCP -
35
LF
$90.00
$3,150.00
42" RCP
35
LF
$100.00
$3,500.00
4' DIA MH
2
EA
$6,000.00
$12,000.00
V DIA MH
1
EA
$10,000.00
$10,000.00
6' DIA MH w/ Grate Top
1
EA
$10,000.00
$10,000.00
36" NCDOT Endwall
1
EA
$3,000.00
$3,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
Low Flow Channel (4' Bottom Width)
500
LF
$100.00
$50,000.00
Seeding
2
AC
$1,500.00
$3,000.00
Mulching
2
AC
$1,000.00
$2,000.00
Subtotal
$159,100.00
Design, Permitting, CA, Etc.
$47,730.00
Total
$206,830.00

Phase II Tenant - Extended Dry Detention Basin (Tenant Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$60,000.00
$60,000.00
Unclassified Excavation
54500
CY
$5.00
$272,500.00
Temporary Silt Fence
5000
LF
$3.00
$15,000.00
Rip Rap Inlet Protection
4
EA
$600.00
$2,400.00
12" PVC w/End Cap
20
LF
$30.00
$600.00
24" RCP
80
LF
$80.00
$6,400.00
36" RCP
140
LF
$90.00
$12,600.00
42" RCP
140
LF
$100.00
$14,000.00
4' DIA MH
8
EA
$6,000.00
$48,000.00
V DIA MH
4
EA
$10,000.00
$40,000.00
V DIA MH w/ Grate Top
4
EA
$10,000.00
$40,000.00
36" NCDOT Endwall
4
EA
$3,000.00
$12,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
4
EA
$3,000.00
$12,000.00
24" RCP Headwall
4
EA
$2,500.00
$10,000.00
Low Flow Channel (4' Bottom Width)
2300
LF
$100.00
$230,000.00
Seeding
10
AC
$1,500.00
$15,000.00
Mulching
10
AC
$1,000.00
$10,000.00
Subtotal
$800,500.00
Design, Permitting, CA, Etc.
$240,150.00
Total 1
$1,040,650.00

Phase II Tenant - Conveyance Pipe System A (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$41,000.00
$41,000.00
Temporary Silt Fence
4000
LF
$3.00
$12,000.00
48" RCP
620
LF
$150.00
$93,000.00
60" RCP
1150
LF
$300.00
$345,000.00
8' DIA MH
3
EA
$15,000.00
$45,000.00
60" Headwall/Endwall
1
EA
$6,000.00
$6,000.00
Seeding
4
AC
$1,500.00
$61-000.00
Mulching
4
AC
$1,000.00
$4,000.00
Subtotal
$552,000.00
Design, Permitting, CA, Etc.
$165,600.00
Total
$717,600.00
Phase 11 Tenant - Conveyance Pipe System B (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$8,000.00
$8,000.00
Temporary Silt Fence
1000
LF
$3.00
$3,000.00
48" RCP
460
LF
$150,00
$69,000.00
8' DIA MH
1
EA
$15,000.00
$15,000.00
48" Headwall/Endwall
1
EA
$3,000.00
$3,000.00
Seeding
1.5
AC
$1,500.00
$2,250.00
Mulching
1.5
AC
$1,000.00
$1,500.00
Subtotal
$101,750.00
Design, Permitting, CA, Etc.
$30,525.00
Total
$132,275.00

Phase II Tenant - Conveyance Pipe System C (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$63,000.00
$63,000.00
Clearing and Grubbing
2
AC
$5,000.00
$10,000.00
Temporary Silt Fence
3200
LF
$3.00
$9,600.00
60" RCP
580
LF
$300.00
$174,000.00
72" RCP
950
LF
$500.00
$475,000.00
8' DIA MH
1
EA
$15,000.00
$15,000.00
10' DIA MH
3
EA
$20,000.00
$60,000.00
72" Headwall/Endwall
1
EA
$8,000.00
$8,000.00
Seeding
3
AC
$1,500.00
$4,500.00
Mulching
3
AC
$1,000.00
$3,000.00
Subtotal
$822,100.00
Design, Permitting, CA, Etc.
$246,630.00
Total 1
$1,068, 730.00

Phase III Tenant - Extended Dry Detention Basin (Tenant Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
T B I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$28,000.00
$28,000.00
Unclassified Excavation
25000
CY
$5.00
$125,000.00
Temporary Silt Fence
2500
LF
$3.00
$7,500.00
Rip Rap Inlet Protection
2
EA
$600.00
$1,200.00
12" PVC w/End Cap
10
LF
$30.00
$300.00
24" RCP
40
LF
$80.00
$3,200.00
36" RCP
70
LF
$90.00
$6,300.00
42" RCP
70
LF
$100.00
$7,000.00
4' DIA MH
4
EA
$6,000.00
$24,000.00
V DIA MH
2
EA
$10,000.00
$20,000.00
V DIA MH w/ Grate Top
2
EA
$10,000.00
$20,000.00
36" NCDOT Endwall
2
EA
$3,000.00
$6,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
2
EA
$3,000.00
$6,000.00
24" RCP Headwall
2
EA
$2,500.00
$5,000.00
Low Flow Channel (4' Bottom Width)
1100
LF
$100.00
$110,000.00
weeding
5
AC
$1,500.00
$7,500.00
Mulching
5
AC
$1,000.00
$5,000.00
Subtotal
$382,000.00
Design, Permitting, CA, Etc.
$114,600.00
Total 1
$496,600.00

Phase III Tenant - Conveyance Pipe System C (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$76,000.00
$76,000.00
Clearing and Grubbing
4
AC
$5,000.00
$20,000.00
Temporary Silt Fence
6000
LF
$3.00
$18,000.00
48" RCP
450
LF
$150.00
$67,500.00
60" RCP
2500
LF
$300.00
$750,000.00
8' DIA MH
5
EA
$15,000.00
$75,000.00
Seeding
7
AC
$1,500.00
$10,500.00
Mulching
7
AC
$1,000.00
$7,000.00
Subtotal
$1,024,000.00
Design, Permitting, CA, Etc.
$307,200.00
Total
$1,331,200.00

Phase III Airline Terminal - Extended Dry Detention Basin (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$25,000.00
$25,000.00
Unclassified Excavation
32550
CY
$5.00
$162,750.00
Temporary Silt Fence
2000
LF
$3.00
$6,000.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
12" PVC w/End Cap
5
LF
$30.00
$150.00
24" RCP
20
LF
$80.00
$1,600.00
36" RCP
35
LF
$90.00
$3,150.00
42" RCP
35
LF
$100.00
$3,500.00
4' DIA MH
2
EA
$6,000.00
$12,000.00
6' DIA MH
1
EA
$10,000.00
$10,000.00
6' DIA MH w/ Grate Top
1
EA
$10,000.00
$10,000.00
36" NCDOT Endwall
1
EA
$3,000.00
$3,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
Low Flow Channel (4' Bottom Width)
800
LF
$100.00
$80,000.00
Seeding
5
AC
$1,500.00
$7,500.00
Mulching
5
AC
$1,000.00
$5,000.00
Subtotal
$335,750.00
Design, Permitting, CA, Etc.
$100 725.00
Total
$436,475.00

Phase IV Tenant - Conveyance Pipe System C (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$23,000.00
$23,000.00
Clearing and Grubbing
2
AC
$5,000.00
$10,000.00
Temporary Silt Fence
3000
LF
$3.00
$9,000.00
48" RCP
1500
LF
$150.00
$225,000.00
V DIA MH
2
EA
$15,000.00
$30,000.00
Seeding
4
AC
$1,500.00
$6,000.00
Mulching
4
AC
$1,000.00
$4,000.00
Subtotal
$307,000.00
Design, Permitting, CA, Etc.
$92 100.00
Total
$399,100.00

Area A - Extended Dry Detention Basin No. 2 - Airport (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TBI # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$95,000.00
$95,000.00
Unclassified Excavation
75,000
CY
$5.00
$375,000.00
Temporary Silt Fence
4,500
LF
$3.00
$13,500.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
24" RCP
125
LF
$80.00
$10,000.00
30" RCP
50
LF
$95.00
$4,750.00
60" RCP
1,440
LF
$300.00
$432,000.00
4' DIA MH
1
EA
$6,000.00
$6,000.00
5' DIA MH
1
EA
$8,000.00
$8,000.00
24" RCP Headwall
1
EA
$2,500.00
$2,500.00
30" RCP Headwall
1
EA
$2,500.00
$2,500.00
60" RCP Headwall - Double
2
EA
$12,000.00
$24,000.00
Low Flow Channel (4' Bottom Width)
2000
LF
$100.00
$200,000.00
Demo. Drainage Structures
1
LS
$50,000.00
$50,000.00
Taxiway Restoration
1
LS
$15,000.00
$15,000.00
Seeding
10
AC
$1,500.00
$15,000.00
Mulching
10
AC
$1,000.00
$10,000.00
Subtotal
$1,263,850.00
Design, Permitting, CA, Etc.
$379,155.00
Total
$1,643,005.00

Area B - Extended Dry Detention Basin No. 2 Tenant (Tenant Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$30,000.00
$30,000.00
Unclassified Excavation
25,000
CY
$5.00
$125,000.00
Temporary Silt Fence
2,000
LF
$3.00
$6,000.00
Rip Rap Inlet Protection
1
EA
$600.00
$600.00
18" DIP w/End Cap
50
LF
$60.00
$3,000.00
24" RCP
25
LF
$80.00
$2,000.00
60" RCP
440
LF
$300.00
$132;000.00
6' DIA MH
2
EA
$10,000.00
$20,000.00
18" RCP Headwall
1
EA
$2,000.00
$2,000.00
24" Flared End Section w/Conc.
Collar and Trash Grate
1
EA
$3,000.00
$3,000.00
60" RCP Headwall
1
EA
$6,000.00
$6,000.00
Low Flow Channel (4' Bottom Width)
500
LF
$100.00
$50,000.00
Demo. Drainage Structures
1
LS
$15,000.00
$15,000.00
Roadway Restoration
1
LS
$5,000.00
$5,000.00
Seeding
5
AC
$1,500.00
$7,500.00
Mulching
5
AC
$1,000.00
$5,000.00
Subtotal
$412,100.00
Design, Permitting, CA, Etc.
$123,630.00
Total
$535,730.00
Interconnection Areas A & B - Extended Dry Detention Basin No. 2 (Airport Cost)
Stormwater Master Plan
Wilmington International Airport
Wilmington, North Carolina
TB I # 3301-0305
Tuesday, August 10, 2004
Engineer's Opinion of Probable Cost
Item
Quantity
Unit
Unit Price
Ext. Total
Mobilization
1
LS
$15,000.00
$15,000.00
60" RCP
530
LF
$300.00
$159,000.00
60" RCP Headwall
2
EA
$6,000.00
$12,000.00
Taxiway Restoration
1
LS
$15,000.00
$15,000.00
Subtotal
$201,000.00
Design, Permitting, CA, Etc.
$60,300.00
Total
$261,300.00

JjL
September 1, 2004
,�=:FIVER
'--
S E P - 2 2004
® D��t
Ms. Linda Lewis
Environmental Engineer
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Wilmington International Airport
Stormwater Master Plan
AIP 3-37-0084-30
TBI No. 3301-0305
Dear Linda:
In accordance with your letter of August 30, 2004, we are submitting herewith an original and
one copy each of the Stormwater Permit Application form and the Low Density Supplement,
along with a check covering the $420.00 permit fee. These materials are submitted in support of
the Stormwater Master Plan for the Wilmington International Airport delivered to your office last
week.
Please call me if you have any questions or need additional information.
Sincerel
Eric M. Stump , P.E.
Enclosures
c: Ms Julie Wilsey (w/enc.)
ENGINEERING & PLANNING CONSULTANTS
WWW.TALBERTANDBRIGHTCOM
4810 SHELLEY DRIVE WILMINGTON, NC 28405 910.763.5350 FAX [phone]
WILMINGTON, NORTH CAROLINA • CHARLOTTE, NORTH CAROLINA • RICHMOND, VIRGINIA

;u lL L-IL
August 24, 2004
Ms. Linda Lewis
Environmental Engineer
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Wilmington International Airport
Stormwater Master Plan
AIP 3-37-0084-30
TBI No. 3301-0305
Dear Linda:
On behalf of the New Hanover County Airport Authority, we are pleased to submit for your
review and approval the Stormwater Master Plan for the Wilmington International Airport. The
Plan includes a bound report, a separately bound technical appendix and a set of plans. Two
copies of each component are enclosed herewith.
By copy of this letter, we are forwarding review copies of the Plan to the FAA, NCDOT Division of
Aviation and the USDA Wildlife Services.
Please call me if you have any questions or need additional information.
Sincerely,
Eric M. Stumph, P.E.
Enclosures
c: Ms Julie Wilsey (w/enc.)
Mr. Rusty Nealis (w/enc.)
Mr. Lamar Sylvester (w/enc.)
Mr. Michael Begier (w/enc.)
I AUG 2 4 2004
BI.Jif om34
ENGINEERING & PLANNING CONSULTANTS
WWW.TALBERTAN DBR[G HT.COM
4810 SHELLEY DRIVE WILMINGTON, NC 28405 910.763.5350 FAX [phone]
WILMINGTON, NORTH CAROLINA • CHARLOTTE, NORTH CAROLINA • RICHMOND, VIRGINIA

Wilmington International Airport (ILM)
rmwater Master
Executive Summary
This Stormwater Master Plan has been developed for the Wilmington International
Airport, Wilmington, North Carolina. Preparation of the Plan was requested by the
Wilmington office of the North Carolina Department of Environment and Natural
Resources (NCDENR), pursuant to the North Carolina Stormwater Management Rules
(15A NCAC 02H.1000). Development of the Plan has been funded by the Federal
Aviation Administration (FAA).
The Stormwater Master Plan is a planning tool for providing stormwater management
infrastructure in support of anticipated development activities on airport property.
Extended dry detention basins and grassed swales are proposed to address the
stormwater quality requirements of the NC Rules for areas of "High Density"
development at the airport. "High Density" development is expected to be concentrated
on the west side of the airport, with an overall density of 60% to 65% built -upon
surface in that area. The extended dry detention basins will also serve to address the
peak flow attenuation criteria in the New Hanover County Storm Water Management
Ordinance.
New stormwater conveyance pipelines are proposed to address the capacity and depth
limitations of the existing stormwater infrastructure on the west side of the airport. The
proposed conveyance pipelines and extended dry detention basins will allow positive
drainage of all airport stormwater away from the Wildcat Branch drainage system, which
drains the Heritage Park neighborhood located on the west side of Blue Clay Road.
Heritage Park suffers frequent nuisance flooding and occasional structural flooding. The
tributary area to another marginal drainage system farther south along Blue Clay Road
will be reduced. All diverted stormwater from these areas will be conveyed to Smith
Creek via existing outfalls located on airport property.
A large portion (approximately 1,100 acres) of airport property is designated in this Plan
as a "Low Density Stormwater Management Area" in the context of the NC Stormwater
Management Rules. The existing built -upon area within the area is approximately 150
acres, or about 14%, well under the applicable 30% upper limit for Low Density
projects. The built -upon area within the area is expected to remain well below the 30%
threshold level for the foreseeable future.
Wildlife hazard issues have been considered in preparation of the Plan. In addition to a
careful review of FAA Advisory Circular 150/5200-33A, "Hazardous Wildlife Attractants
On or Near Airports," which was revised by FAA during the course of Plan preparation,
the USDA Wildlife Services was consulted to interpret the FAA criteria in the context of
local conditions. Wildlife Services has advised that the Advisory Circular guidelines are
applicable at the Wilmington International Airport and recommends the use of extended
dry detention basins and grassed swales rather than wet detention basins at the airport.
Design criteria for extended dry detention basins and grassed swales on airport property
are proposed, derived from NCDENR design guides and the requirements of the Wildlife
Advisory Circular.

Wilmington International Airport (ILM)
tormwater
Two stormwater management concepts have been developed for the west side of the
airport. The "centralized" stormwater management concept involves using two large
extended dry detention facilities to serve the development areas on the west side of the
airport. The "distributed" stormwater management concept involves using multiple
smaller extended dry detention basins throughout the area.
Cost opinions have been prepared for the two stormwater management concepts. A
phasing plan has been developed for the distributed concept, which demonstrates the
potential for incremental construction of the proposed improvements, geared to the
pace of development.
The airport has initiated financial planning efforts with respect to implementation of this
Plan. The airport seeks NCDENR approval of both the centralized and distributed
stormwater management concepts in order to maintain flexibility as financial possibilities
are explored.

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TALBERT & BRIGHT
ENGINEERING &PLANNING CONSULTANTS
4610 SHELLEY DRIVE WILAIINOTON, NC 28405
FAX [phone] PHONE! 910-793-8350
NC LICENSE NO. C-0713 EMAIL•TOILMi
y`•
WILMINGTON INTERNATIONAL AIRPORT
WILDLIFE MITIGATION PROJECTTO REMOVE WET DETENTION
BASINS AND OTHER STORMWATER IMPROVEMENTS
EXHIBIT 2 - POND A

TA.LBERT &. BRIGHT
ENGINEERING & PLANNING CONSULTANTS
4810 SHELLEY ORNE "LMINOTON. NC 28405
FAX [phone] PHONE. [phone]
NC LICENSE NO. C-0713 FuAn. meiu
L-3
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WILMINGTON INTERNATIONAL AIRPORT
WILDLIFE MITIGATION PROJECT TO REMOVE WET DETENTION
BASINS AND OTHER STORMWATER IMPROVEMENTS
EXHIBIT 4 - DITCH Z
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TALBERT & BRIGHT
ENGINEERING & PLANNING WNSULTANTS
4810 SHELLEY DRIVE WILMINGTON, NC 28405
FAX [phone] PHONE. [phone]
NC LICENSE NO. C-0713 MAN - TMu u
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WILMINGTON INTERNATIONAL AIRPORT
WILDLIFE MITIGATION PROJECTTO REMOVE WET DETENTION
BASINS AND OTHER STORMWATER IMPROVEMENTS
EXHIBIT 6 - DITCH 3

W 7
WILMINGTON INTERNATIONAL AIRPORT
Wilmington, NC
ILM
Stormwater Master Plan
Technical Appendix - Computations
PREPARED FOR:
New Hanover County Airport Authority
Wilmington, North Carolina
In Cooperation With:
FEDERAL AVIATION ADMINISTRATION
AIP 3-37-0084-30
and
NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION DIVISION OF AVIATION

I
I
I
I

Wilmington International Airport (ILM)
Stormwater Master Plan
Table of Contents
Technical Appendix
The listed items are separated by colored sheets
• Computations, Distributed Concept, Example Extended Dry Detention Basin
• Computations, Centralized Concept, Extended Dry Detention Basin No. 1
• Computations, Centralized Concept, Extended Dry Detention Basin No. 2
• Computations, Proposed Stormwater Conveyance Pipelines
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Job File: C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
JOB TITLE NOT SPECIFIED
Press Units & Storm button (main menu screen) to enter title.
/L Lg,VTEZ5 a 1,rC weT
�x ece- -� -0
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S/N: C21705506AU7 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Table of Contents
i
Table of Contents
******************** NETWORK SUMMARIES *********************
Watershed....... 1-year
Executive Summary (Nodes) .......... 1.01
Watershed....... 100yr
Executive Summary (Nodes) .......... 1.02
Watershed....... 10yr
Executive Summary (Nodes) 1.03
Watershed....... 25yr
Executive Summary (Nodes) .......... 1.04
Watershed....... 2yr
Executive Summary (Nodes) .......... 1.05
****************** DESIGN STORMS SUMMARY *******************
NHC............. Design Storms ...................... 2.01
TC CALCULATIONS *********************
AREA
D1.........
Tc
Calcs ...........................
3.01
AREA
D2.........
Tc
Calcs ...........................
3.03
AREA
D3.........
Tc
Calcs ...........................
3.05
AREA
D4.........
Tc
Calcs ...........................
3.07
AREA
D5.........
Tc
Calcs ...........................
3.09
********************** CN CALCULATIONS *********************
AREA D1......... Runoff CN-Area 4.01
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Table of Contents
ii
Table of Contents (continued)
AREA
D2.........
Runoff
CN-Area
..................... 4.02
AREA
D3.........
Runoff
CN-Area
..................... 4.03
AREA
D4.........
Runoff
CN-Area
..................... 4.04
AREA
D5.........
Runoff
CN-Area
..................... 4.05
5/N: C2I705506A87 Talbert & Bright
°ondFack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 1 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
Storm... TypeIII 24hr Tag: 1-year
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 1-year
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node
-----------------
ID
Type
ac-ft
Trun. hrs
AREA
D1
----
AREA
----------
.780
-- ---------
12.8000
AREA
D2
AREA
.695
12.5000
AREA
D3
AREA
.119
12.6000
AREA
D4
AREA
.254
12.6500
AREA
D5
AREA
.423
12.7500
Outfall OUT
10
JCT
2.272
12.6500
S/.R�: C217C5506A87 Tal�,ert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09
Qpeak Max WSEL
cfs ft
3.59
4.76
.63
1.28
1.90
11.24
Date: 07-24-2004

Type.... Executive Summary (Nodes) Page 1.02
Name..... Watershed Event: 100 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node
ID
Type
ac-ft
Trun. hrs
AREA
D1
AREA
5.555
12.7000
AREA
D2
AREA
3.674
12.4000
AREA
D3
AREA
.881
12.5000
AREA
D4
AREA
2.040
12.5500
AREA
D5
AREA
3.552
12.6500
Outfall OUT
10
JCT
15.701
12.5500
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09
Qpeak Max WSEL
cfs ft
29.89
25.79
5.55
12.87
20.51
90.82
Date: 07-24-2004

Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 10 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type,'File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node
-----------------
ID
Type
ac-ft
Trun. hrs
AREA
D1
----
AREA
----------
3.124
-- ---------
12.7000
AREA
D2
AREA
2.216
12.4500
AREA
D3
AREA
.491
12.6000
AREA
D4
AREA
1.117
12.5500
AREA
DS
AREA
1.926
12.6500
Outfall OUT
10
JCT
8.875
12.5500
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09
Qpeak Max WSEL
cfs ft
16.58
15.65
3.06
6.90
10.87
50.66
Date: 07-24-2004

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 25 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node
-----------------
ID
Type
ac-ft
Trun. hrs
AREA
D1
----
AREA
----------
3.947
-- ---------
12.7000
AREA
D2
AREA
2.717
12.4000
AREA
D3
AREA
.623
12.5500
AREA
D4
AREA
1.427
12.5500
AREA
D5
AREA
2.472
12.6500
Outfall OUT
10
JCT
11.187
12.5500
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09
Qpeak Max WSEL
cfs ft.
21.12
19.17
3.90
8.93
14.14
64.36
Date: 07-24-2004

Type.... Executive Summary (Nodes) Page 1.05
Name.... Watershed Event: 2 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node
-----------------
ID
Type
ac-ft
Trun. hrs
AREA
D1
----
AREA
----------
1.362
-- ---------
12.8000
AREA
D2
AREA
1.095
12.4500
AREA
D3
AREA
.211
12.6000
AREA
D4
AREA
.463
12.6500
AREA
D5
AREA
.784
12.7500
Outfall OUT
10
JCT
3.914
12.6000
S/N: C21705506A€37 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09
Qpeak Max WSEL
cfs ft
6.81
7.67
1.23
2.63
4.03
21.03
Date: 07-24-2004

Type.... Design Storms Page 2.01
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title...
JOB TITLE NOT SPECIFIED
Press Units & Storm button (main menu screen) to
enter title.
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
---------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
------------------------------------------------------------------ --
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Design Storms Page 2.02
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title...
JOB TITLE NOT SPECIFIED
Press Units & Storm button (main menu screen) to
enter title.
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 1-year
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A67 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs Page 3.01
Name.... AREA D1
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vel.
Hydraulic Length 900.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2500 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 600.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .1461 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .13 ft/sec
Segment #3 Time: .6373 hrs
------------------------------------------------------------------------
Total Tc: 1.0334 hrs
S/N: C21705506A67 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs
Name.... AREA D1
Page 3.02
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
----------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow ----------------------------------------------
------------------------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (5f**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
=_== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**O.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs
Name.... AREA D2
Page 3.03
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: Length & Vel.
Hydraulic Length 500.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1389 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 100.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0243 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .6240 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs
Name.... AREA D2
Page 3.04
File.... C:\HAESTADIHAESTADIILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
-----------------
Tc Equations used...
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
---- User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C217CS506A87 Talbert & aright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs Page 3.05
Name.... AREA D3
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 900.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2500 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .020000 ft/ft
Avg.Velocity .17 ft/sec
Segment #3 Time: .4830 hrs
_-----------------------__----------------------------------------------
Total Tc: .7817 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs
Name.... AREA D3
Page 3.06
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow ----------------------------------------------
------------------ -----------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved su-r.-face:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity-----------------------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs Page 3.07
Name.... AREA D4
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc:
Hydraulic Length
Slope
Unpaved
Avg.Velocity
TR-55 Shallow
600.00 ft
.005000 ft/ft
1.14 ft/sec
Segment #1 Time: .1461 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
300.00 ft
4.5000 in
.010000 ft/ft
ft/sec
Segment #2 Time: .6373 hrs
Total Tc: .7834 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs
Name.... AREA D4
Page 3.08
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA -DRY POND PRE.PPW
-- - ----------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface,
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V Velocity, ft/sec
Sf Slope, ft/ft
Tc = Time of concentration, hrs
Lf Flow length, ft
S/N: C21705505A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs Page 3.09
Name.... AREA D5
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
..................................._......_...........__....................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: Length & Vel.
Hydraulic Length 500.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1389 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200700 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 3.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .7227 hrs
------------------------------------------------------------------------
Total Tc: .9102 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Tc Calcs
Name.... AREA D5
Page 3.10
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Runoff CN-Area
Name.... AREA D1
Page 4.01
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-
Open Space B 61 10.000 61.00
Impervious 98 1.700 98.00
COMPOSITE AREA & WEIGHTED CN -- > 11.700 66.38 (66)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Runoff CN-Area
Name.... AREA D2
Page 4.02
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres X RUC CN
-------------------------------- ------------- ----- ----- ------
Open Space B 61 4.000 61.00
Impervious 98 2.410 98.00
COMPOSITE AREA & WEIGHTED CN --> 6.410 74.91 (75)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Runoff CN-Area
Name.... AREA D3
Page 4.03
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
open space, B 61 1.700 61.00
Impervious 98 .200 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.900 64.89 (65)
S/N: C21705506AB7 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Runoff CN-Area
Name.... AREA D4
Page 4.04
Fite.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description CN
-------------------------------
acres
%C %UC
CN
----
open space, B 61
---------
4.400
----- -----
------
61.00
impervious 98
.220
98.00
COMPOSITE AREA & WEIGHTED CN --->
4.620
62.76 (63)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Type.... Runoff CN-Area
Name.... AREA D5
Page 4.05
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\TERMINAL AREA DRY POND PRE.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment
Adjusted
Soil/Surface Description CN
acres
%C %UC
CN
open space, B 61
8.000
61.00
impervious 98
.250
98.00
COMPOSITE AREA & WEIGHTED CN --->
8.250
62.12 (62)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Appendix A
A-1
Index of Starting Page Numbers for ID Names
-----
A
AREA
D1...
3.01,
4.01
AREA
D2...
3.03,
4.02
AREA
D3...
3.05,
4.03
AREA
D4...
3.07,
4.04
AREA
D5...
3.09,
4.05
----- N -----
NHC... 2.01
----- W -----
Watershed 1-year... 1.01, 1.02,
1.03, 1.04, 1.05
S/N: C21705506A87 Talbert & bright
PondPack Ver: 7.0 (325) Compute Time: 12:54:09 Date: 07-24-2004

Job File: J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
Wilmington International Airport
Terminal Area Extended Dry Detention Basin
psN
57Da*A
1 11 6Q.
2 �2
10 Y (L
2:�ya
�00Y(2,
G2-��• Q - Poz i- w s �2
6.5- 2'2.1&
2�. 13.8 S/
5p,-7 LfS.2 ✓ 2G•17
L{. 4
9ol
-D(ZA-)dk� W,-A :=
<oo.s ✓
1u(P.2
�-2-,y3
Zi.'30
A-c--
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Table of Contents
i
Table of Contents
******************** NETWORK SUMMARIES *********************
Watershed....... 1" Eq
Executive Summary (Nodes) .......... 1.01
Watershed....... 100yr
Executive Summary (Nodes) 1.02
Watershed....... 10yr
Executive Summary (Nodes) .......... 1.03
Watershed....... 25yr
Executive Summary (Nodes) .......... 1.04
Watershed....... 2yr
Executive Summary (Nodes) 1.05
****************** DESIGN STORMS SUMMARY *******************
NHC............. Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
AREA
D1.........
Tc
Calcs ...........................
3.01
AREA
D2.........
Tc
Calcs ...........................
3.03
AREA
D3.........
Tc
Calcs ...........................
3.05
AREA
D4.........
Tc
Calcs ...........................
3.07
AREA
D5.........
Tc
Calcs ...........................
3.09
********************** CN CALCULATIONS *********************
AREA D1......... Runoff CN-Area 4.01
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Table of Contents
ii
Table of Contents (continued)
AREA
D2.........
Runoff
CN-Area .....................
4.02
AREA
D3.........
Runoff
CN-Area .....................
4.03
AREA
D4.........
Runoff
CN-Area .....................
4.04
AREA
D5.........
Runoff
CN-Area .....................
4.05
*********************** POND VOLUMES ***********************
P 10........... Vol: Elev-Area 5.01
******************** OUTLET STRUCTURES *********************
PR 20.......... Outlet Input Data 6.01
Individual Outlet Curves ........... 6.05
Composite Rating Curve ............. 6.11
*********************** POND ROUTING ***********************
P 10...........
Pond E-V-Q Table ...................
7.01
P 10
OUT
1" Eq
Pond Routing
Summary ...............
7.02
Pond Routed
HYG (total out) ........
7.03
P 10
OUT
100yr
Pond Routing
Summary ...............
7.08
P 10
OUT
10yr
Pond Routing
Summary ...............
7.09
P 10
OUT
25yr
Pond Routing
Summary ...............
7.10
P 10
OUT
2yr
Pond Routing
Summary ...............
7.11
S/N: C217055U6A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 1" Eq
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 1" Eq
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Total Rainfall Depth= 1.7700 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
-----------------
ID
Type
ac-ft
Trun. hrs
cfs ft
AREA
D1
----
AREA
----------
.712
-- ---------
12.3000
-------- ---------
6.12
AREA
D2
AREA
.313
12.2000
2.96
AREA
D3
AREA
.108
12.3000
.91
AREA
D4
AREA
.243
12.1500
2.54
AREA
D5
AREA
.373
12.2000
3.59
Outfall OUT
10
JCT
1.748
17.3500
.49
P 10
IN POND
1.748
12.2500
15.53
P 10
OUT POND
1.748
17.3500
.49 22.98
I,`1L F Nc-.rr _ (Zt-sUL:nrJt- Fr - I,?7�� 2`f-F� RACE •�.
t%1 Ul ✓ Tb I 5 (LuNGJ'F PL'n.
fZJ = .009 (1) + , vS
?S9 0 A-0-
1 1 2� 1 FT'
D(LOV10 �Mz ��Dr� e�c re 7. (3 — -7. 1�7
; (0 . ov H 2 } H RS
t'j &.s
0 K- ,
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 100yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm F1le,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
ID
Type
ac-ft
Trun. hrs
cfs ft
AREA
D1
AREA
8.196
12.2500
-
68.04
AREA
D2
AREA
4.289
12.2000
40.80
AREA
D3
AREA
1.312
12.2500
10.80
AREA
D4
AREA
3.139
12.1500
32.36
AREA
D5
AREA
5.433
12.1500
53.05
Outfall OUT
10
JCT
22.368
12.5000
106.20
P 10
IN POND
22.368
12.2000
199.84
P 10
OUT POND
22.368
12.5000
106.20 27.30
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration=.24.0000 hrs
Resulting Start Time=-.0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
ac-ft
Trun. hrs
cfs ft
AREA D1
----
AREA
----------
5.342
-- ---------
12.2500
-------- ---------
45.32
AREA D2
AREA
2.746
12.2000
26.71
AREA D3
AREA
.850
12.2500
7.14
AREA D4
AREA
2.022
12.1500
21.34
AREA D5
AREA
3.456
12.1500
34.37
Outfall OUT 10
JCT
14.416
12.6500
45.19
P 10
IN POND
14.416
12.2000
131.54
P 10
OUT POND
14.416
12.6500
45.19 26.17
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
P05TB.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
-----------------
ID
Type
ac-ft
Trun. hrs
cfs ft -
AREA
D1
----
AREA
----------
6.336
-- ---------
12.2500
-------- ---------
53.31
AREA
D2
AREA
3.282
12.2000
31.66
AREA
D3
AREA
1.011
12.2500
8.43
AREA
D4
AREA
2.410
12.1500
25.21
AREA
D5
AREA
4.142
12.1500
40.92
Outfall OUT
10
JCT
17.180
12.6000
60.53
P 10
IN POND
17.180
12.2000
155.53
P 10
OUT POND
17.180
12.6000
60.53 26.67
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Executive Summary (Nodes) Page 1.05
Name.... Watershed Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
ac-ft
Trun. hrs
cfs ft
AREA D1
----
AREA
----------
3.021
-- ---------
12.2500
--------
26.19
AREA D2
AREA
1.505
12.2000
14.93
AREA D3
AREA
.476
12.2500
4.07
AREA D4
AREA
1.120
12.1500
12.09
AREA D5
AREA
1.874
12.2000
19.02
Outfall OUT 10
JCT
7.995
12.9500
13.81
P 10
IN POND
7.995
12.2000
74.31
P 10
OUT POND
7.995
12.9500
13.81 24.81
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Design Storms Page 2.01
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title... Wilmington International Airport
Terminal Area Extended Dry Detention Basin
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag NamL- = 25yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------- ---------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1" Eq
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Total Rainfall Depth= 1.7700 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs. End= 24.0000 hrs
51N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Design Storms Page 2.02
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title... Wilmington International Airport
Terminal Area Extended Dry Detention Basin
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SiN: C217U5506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D1
Page 3.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1100.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .3056 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity 1.42 ft/sec
Segment #3 Time: .0391 hrs
------------------------------------------------------------------------
Total Tc: .3791 hrs
S/N: C21705506A87 Talbert & Rriaht
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D1
Page 3.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (5f**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D2
Page 3.03
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Length & Vel.
Hydraulic Length 700.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1944 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.0110
200.00 ft
4.5000 in
.010000 ft/ft
1.42 ft/sec
Segment #3 Time: .0391 hrs
-----------------------------------------------------------------------
Total Tc: .2680 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs Page 3.04
Name.... AREA D2
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
-----------------------------
Tc Eauations used___
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow----------------------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
SCS TR-55 Shallow Concentrated Flow = ------------------------------
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D3
Page 3.05
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
..........................................................._........._....
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Length & Vet.
Hydraulic Length 1100.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .3056 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 300.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity 1.54 ft/sec
Segment #3 Time: .0541 hrs
------------------------------------------------------------------------
Total Tc: .3941 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D3
Page 3.06
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
--------------------
Tc Equations used...
SC5 TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth. inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
5f = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
--------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs Page 3.07
Name.... AREA D4
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 400.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1111 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.0110
300.00 ft
4.5000 in
010000 ft/ft
1.54 ft/sec
Segment #3 Time: .0541 hrs
------------------------------------------------------------------------
Total Tc: .1997 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D4
Page 3.08
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
5f = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow = ----------------
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs Page 3.09
Name.... AREA D5
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vel.
Hydraulic Length 600.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1667 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length
Slope
Unpaved
Avg.Velocity
200.00 ft
.010000 ft/ft
1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 200.00 ft
2yr, 24hr P 3.5000 in
Slope .010000 ft/ft
Avg. -Velocity 1.25 ft/sec
Segment #3 Time: .0444 hrs
------------------------------------------------------------------------
Total Tc: .2455 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Tc Calcs
Name.... AREA D5
Page 3.10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
------------------------------------------------------------------------
Tc Equations used...
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity =-----------------------------------
---------------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Runoff CN-Area
Name.... AREA D1
Page 4.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Open Space B 61 3.500 61.00
Impervious 98 8.200 98.00
COMPOSITE AREA & WEIGHTED CN ---> 11.700 86.93 (87)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Runoff CN-Area Page 4.02
Name.... AREA D2
Fite.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
--------- ----- ----- ------
Open Space B 61 2.410 61.00
Impervious 98 4.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 6.410 84.09 (84)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Runoff CN-Area
Name.... AREA D3
Page 4.03
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space, B 61 .600 61.00
Impervious 98 1.300 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.900 86.32 (86)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Runoff CN-Area
Name.... AREA D4
Page 4.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space, B 61 1.620 61.00
impervious 98 3.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 4.620 85.03 (85)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Runoff CN-Area
Name.... AREA D5
Page 4.05
Fite.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
open space, B 61 3.250 61.00
impervious 98 5.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 8.250 83.42 (83)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Vol: Elev-Area
Name.... P 10
Page 5.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
20.00
----- 0
0
.000
.000
21.00
----- 2800
2800
.021
.021
22.00
----- 6000
12899
.099
.120
22.10
----- 45278
67760
.052
.172
23.00
----- 62258
160630
1.106
1.278
24.00
----- 71922
201096
1.539
2.817
25.00
----- 78379
225382
1.725
4.542
26.00
----- 84934
244904
1.874
6.416
27.00
----- 91430
264486
2.024
8.440
28.00
----- 97969
284042
2.174
10.613
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
V O L ✓vn 1 CN)v GAD iZL J Sej> t ^A.rc` rr .
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Vol: Elev-Area Page 1.01
Name.... P 10 (5;.o1 A)
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Elevation
Planimeter Area
Al+A2+sgr(Al*A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
20.00
----- 0
0
- --------------------
.000
.000
21.00
----- 2800
2800
.021
.021
22.00
---- 45278
59338
.454
.475
23.00
----- 62258
160630
1.229
1.705
24.00
----- 71922
201096
1.539
3.244
25.00
----- 78379
225382
1.725
4.968
26.00
----- 84934
244904
1.874
6.842
27.00
----- 91430
264486
2.024
8.866
28.00
----- 97969
284042
2.174
11.040
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic_Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
�fLL V
— D,Z x (,7�A-r-. FT-
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 11:19:02 Date: 08-09-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 20.00 ft
Increment = .50 ft
Max. Elev.= 28.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Up5tream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Structure No.
Outfall
E1, ft
E2, ft
Culvert -Circular
- -> TW
23.500
28.000
Orifice -Circular
---> TW
20.000
28.000
Weir -Rectangular
---> TW
26.600
28.000
Culvert -Circular
-- > TW
23.500
28.000
TW SETUP, D5 Channel
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Culvert -Circular
No. Barrels =
1
Barrel Diameter =
2.0000
ft
Upstream Invert =
23.50
ft
Dnstream Invert =
23.00
ft
Horiz. Length =
30.00
ft
Barrel Length =
30.00
ft
Barrel Slope =
.01667
ft/ft
OUTLET CONTROL DATA...
Mannings n
= .0150
Ke
= .5000
Kb
= .016523
Kr
= .5000
HW Convergence
= .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.127
T2 ratio (HW/D) =
1.199
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 25.75 ft ---> Flow = 15.55 cfs
At T2 Elev = 25.90 ft ---> Flow = 17.77 cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Outlet Input Data Page 6.03
Name.... PR 20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
P05TB.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Orifice -Circular
# of Openings = 1
Invert Elev. = 20.00 ft
Diameter = .2708 ft
Orifice Coeff. _ .632
Structure ID
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 26.60 ft
Weir Length = 18.00 ft
Weir Table File: WEIR TAB.WCT
Weir Table ID: Weir C 10
WEIR COEFFICIENT TABLE
Depth, ft Weir C
.20
2.6900
.40
2.7200
.60
2.7500
.80
2.8500
1.00
2.9800
1.20
3.0800
1.40
3.2000
1.60
3.2800
1.80
3.3100
3.00
3.3200
Weir TW effects (Use adjustment equation)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Culvert -Circular
No. Barrels =
1
Barrel Diameter =
3.0000
ft
Upstream Invert =
23.50
ft
Dnstream Invert =
23.00
ft
Horiz. Length =
30.00
ft
Barrel Length =
30.00
ft
Barrel Slope =
.01667
ft/ft
OUTLET CONTROL DATA...
Mannings n
= .0150
Ke
= .5000
Kb
= .009623
Kr
= .5000
HW Convergence
= .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.127
T2 ratio (HW/D) =
1.199
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 26.88 ft ---> Flow = 42.85 cfs
At T2 Elev = 27.10 ft ---> Flow = 48.97 cfs
Structure ID TW
Structure Type _ TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.Oi
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.05
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 27.23 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
W5 Elev,Device Q Tail Water
----------------
Notes
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- -----
20.00
--------------------------
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
20.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
21.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
21.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
22.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
22.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
23.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
23.50
.00 Free Outfall
Upstream HW &. DNstream
TW < Inv.El
24.00
.92 Free Outfall
CRIT.DEPTH CONTROL Vh=
.114ft Dcr=
.329ft CRIT.DEPTH
24.50
3.42 Free Outfall
CRIT.DEPTH CONTROL Vh=
.235ft Dcr=
.647ft CRIT.DEPTH
25.00
7.14 Free Outfall
CRIT.DEPTH CONTROL Vh=
.368ft Dcr=
.949ft CRIT.DEPTH
25.50
11.62 Free Outfall
CRIT.DEPTH CONTROL Vh=
.517ft Dcr=
1.224ft CRIT.DEPTH
26.00
16.41 Free Outfall
CRIT.DEPTH CONTROL Vh=
.692ft Dcr=
1.461ft CRIT.DEPTH
26.50
21.08 Free Outfall
CRIT.DEPTH CONTROL Vh=
.904ft Dcr=
1.645ft CRIT.DEPTH
26.60
21.96 Free Outfall
CRIT.DEPTH CONTROL Vh=
.950ft Dcr=
1.674ft CRIT.DEPTH
27.00
25.34 Free Outfall
CRIT.DEPTH CONTROL Vh=
1.153ft Dcr=
1.770ft CRIT.DEPTH
27.50
28.79 Free Outfall
FULL FLOW...Lfull=8.71ft
Vh=1.305ft
HL=2.146ft
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.06
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 27.23 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
28.00 31.18 Free Outfall
FULL FLOW...Lfull=23.54ft Vh=1.531ft HL=2.893ft
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.07
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure 1D = (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
cfs
--------
20.00
-------
.00
20.50
.18
21.00
.27
21.50
.34
22.00
.40
22.50
.45
23.00
.49
23.50
.54
24.00
.57
24.50
.61
25.00
.64
25.50
.68
26.00
.71
26.50
.74
26.60
.74
27.00
.77
27.50
.79
28.00
.82
Tail Water
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
--------------------------
Computation Messages
Upstream HW & DNstream TW < Inv.El
H =.36
H =.86
H =1.36
H =1.86
H =2.36
H =2.86
H =3.36
H =3.86
H =4.36
H =4.86
H =5.36
H =5.86
H. =6.36
H =6.46
H =6.86
H =7.36
H =7.86
SIN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Individual Outlet Curves Page 6.08
Name.... PR 20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
cfs
--------
20.00
-------
.00
20.50
.00
21.00
.00
21.50
.00
22.00
.00
22.50
.00
23.00
.00
23.50
.00
24.00
.00
24.50
.00
25.00
.00
25.50
.00
26.00
.00
26.50
.00
26.60
.00
27.00
12.39
27.50
44.80
28.00
95.41
Tail Water Notes
TW Elev Converge
ft +/-ft Computation Messages
Free
Outfall
HW
&
TW
below
Inv.El.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.El.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.El.=26.600
Free
Outfall
HW
&
TW
below
Inv.El.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.E1.=26.600
Free
Outfall
HW
&
TW
below
Inv.El.=26.600
Free
Outfall
C=2.690;
H=.00; Htw=.00; Qfree=.00;
Free
Outfall
C=2.720;
H=.40; Htw=.00; Qfree=12.39;
Free
Outfall
C=2.915;
H=.90; Htw=.00; Qfree=44.80;
Free
Outfall
C=3.200;
H=1.40; Htw=.00; Qfree=95.41;
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Individual Outlet Curves Page 6.09
Name.... PR 20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 80.27 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
----------------
Notes
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- -----
20.00
--------------------------
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
20.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.E1
21.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
21.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
22.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
22.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.E1
23.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
23.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
24.00
1.14 Free Outfall
CRIT.DEPTH CONTROL Vh=
.113ft Dcr=
.330ft CRIT.DEPTH
24.50
4.39 Free Outfall
CRIT.DEPTH CONTROL Vh=
.230ft Dcr=
.655ft CRIT.DEPTH
25.00
9.44 Free Outfall
CRIT.DEPTH CONTROL Vh=
.353ft Dcr=
.971ft CRIT.DEPTH
25.50
15.96 Free Outfall
CRIT.DEPTH CONTROL Vh=
.483ft Dcr=
1.276ft CRIT.DEPTH
26.00
23.61 Free Outfall
CRIT.DEPTH CONTROL Vh=
.622ft Dcr=
1.566ft CRIT.DEPTH
26.50
32.03 Free Outfall
CRIT.DEPTH CONTROL Vh=
.775ft Dcr=
1.836ft CRIT.DEPTH
26.60
33.76 Free Outfall
CRIT.DEPTH CONTROL Vh=
.808ft Dcr=
1.887ft CRIT.DEPTH
27.00
40.84 Free Outfall
CRIT.DEPTH CONTROL Vh=
.946ft Dcr=
2.081ft CRIT.DEPTH
27.50
49.61 Free Outfall
CRIT.DEPTH CONTROL Vh=
1.138ft Dcr=
2.293ft CRIT.DEPTH
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 80.27 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft
----------------------- -----
28.00 58.08 Free Outfall
CRIT.DEPTH CONTROL
Notes
--------------------------
Computation Messages
--------------------------
Vh= 1.355ft Dcr= 2.467ft CRIT.DEPTH
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Composite Rating Curve
Name.... PR 20
Page 6.11
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
Q
ft
cfs
20.00
.00
20.50
.18
21.00
.27
21.50
.34
22.00
.40
22.50
.45
23.00
.49
23.50
.54
24.00
2.63
24.50
8.42
25.00
17.23
25.50
28.26
26.00
40.73
26.50
53.84
26.60
56.46
27.00
79.34
27.50
123.99
28.00
185.50
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
---------------
Free Outfall None contributing
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond E-V-Q Table Page 7.01
Name.... P 10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
LEVEL POOL ROUTING DATA
HYG Dir
=
J:\3301 (WILMINGTON)\0305
MASTER DRAINAGE PLAN\
Inflow
HYG file =
NONE STORED - P 10
IN
100yr
Outflow
HYG file =
NONE STORED - P 10
OUT
100yr
Pond Node
Data =
P 10
Pond Volume
Data =
P 10
Pond Outlet
Data =
PR 20
No Infiltration
INITIAL
CONDITIONS
----------------------------------
Starting
WS Elev
= 20.00
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout-= .00
cfs
Time Increment
= .0500
hrs
Elevation
Outflow
Storage
Area Infilt.
Q Total
25/t + 0
ft
---------------
cfs
------------------------------------------------------------
ac-ft
sq.ft
cfs
cfs
cfs
20.00
.00
.000
0
.00
.00
.00
20.50
.18
.003
700
.00
.18
1.47
21.00
.27
.021
2800
.00
.27
10.64
21.50
.34
.062
4249
.00
.34
30.15
22.00
.40
.120
6000
.00
.40
58.54
22.50
.45
.620
52492
.00
.45
300.76
23.00
.49
1.278
62258
.00
.49
619.17
23.50
.54
2.020
67003
.00
.54
978.18
24.00
2.63
2.817
71922
.00
2.63
1366.10
24.50
8.42
3.661
75116
.00
8.42
1780.30
25.00
17.23
4.542
78379
.00
17.23
2215.45
25.50
28.26
5.460
81624
.00
28.26
2670.90
26.00
40.73
6.416
84934
.00
40.73
3146.00
26.50
53.84
7.409
88152
.00
53.84
3639.88
26.60
56.46
7.612
88803
.00
56.46
3740.81
27.00
79.34
8.440
91430
.00
79.34
4164.19
27.50
123.99
9.508
94671
.00
123.99
4725.76
28.00
185.50
10.613
97969
.00
185.50
5322.35
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routing Summary Page 7.02
Name.... P 10 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 1" Eq
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 1" Eq
Outflow HYG file = NONE STORED - P 10 OUT 1" Eq
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. =
.00
cf-s
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
15.53
cfs at 12.2500 hrs
Peak
-----------------------------------------------------
Outflow =
.49
cfs at 17.3500 hrs
Peak
Elevation =
22.98
ft
Peak
Storage =
1.250
ac-ft
MASS BALANCE (ac-ft)
------------------------
+ Initial Vol = .000
+ HYG Vol IN = 1.748
- Infiltration = .000
- HYG Vol OUT = 1.748
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.002% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routed HYG (total out) Page 7.03
Name.... P 10 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 1" Eq
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = P 10 OUT
HYG Tag = 1" Eq
-----------------------------------
Peak Discharge = .49 cfs
Time to Peak = 17.3500 hrs
HYG Volume = 1.748 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
---------------------------------------_--------------------------------
Time on
left represents
time for
first value
in each row.
9.7000
.00
.00
.00
.00
.00
9.9500
.00
.01
.01
.01
.02
10.2000
.02
.03
.03
.04
.04
10.4500
.05
.06
.07
.08
.09
10.7000
.10
.12
.13
.15
.16
10.9500
.18
.18
.18
.18
.19
11.2000
.19
.20
.20
.21
.22
11.4500
.23
.24
.25
.27
.28
11.7000
.28
.29
.31
.33
.35
11.9500
.36
.38
.40
_40
.41
12.2000
.42
.42
.43
.43
.44
12.4500
44
.45
.45
.45
.46
12.7000
.46
.46
.46
.46
.46
12.9500
.46
.46
.46
.47
.47
13.2000
.47
.47
.47
.47
.47
13.4500 !
.47
.47
.47
.47
.47
13.7000
.47
.47
.47
.47
.47
13.9500
.47
.48
.48
.48
.48
14.2000
.48
.48
.48
.48
.48
14.4500
.48
.48
.48
.48
.48
14.7000
.48
.48
.48
.48
.48
14.9500 f
.48
.48
.48
.48
.48
15.2000
48
.48
.48
.48
.48
15.4500
.48
.48
.49
.49
.49
15.7000
.49
.49
.49
.49
.49
15.9500
.49
.49
.49
.49
.49
16.2000
.49
.49
.49
.49
.49
16.4500
.49
.49
.49
.49
.49
16.7000
.49
.49
.49
.49
.49
16.9500
.49
.49
.49
.49
.49
17.2000
.49
.49
.49
.49
.49
17.4500
.49
.49
.49
.49
.49
17.7000
.49
.49
.49
.49
.49
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type....
Name....
File....
POSTB.PPW
Storm...
Time
hrs
17.9500
18.2000
18.4500
18.7000
18.9500
19.2000
19.4500
19.7000
19.9500
20.2000
20.4500
20.7000
20.9500
21.2000
21.4500
21.7000
21.9500
22.2000
22.4500
22.7000
22.9500
23.2000
23.4500
23.7000
23.9500
24.2000
24.4500
24.7000
24.9500
25.2000
25.4500
25.7000
25.9500
26.2000
26.4500
26.7000
26.9500
27.2000
27.4500
27.7000
27.9500
28.2000
28.4500
28.7000
28.9500
29.2000
29.4500
Pond Routed HYG (total out) Page 7.04
P 10 OUT Tag: 1" Eq Storm: 1" Eq
J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0500 hrs
Time on left represents time for first value in each row.
--------------------------------------------------------------
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
_49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.49
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
.48
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routed HYG (total out) Page 7.05
Name.... P 10 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time j
Output Time
increment = .0500 hrs
hrs j Time on
---------j--------------------------------------------------------------
left represents
time for first
value in
each row.
29.7000 j
.48
.48
.48
.48
.48
29.9500 j
.48
.48
.48
.47
.47
30.2000 j
.47
.47
.47
.47
.47
30.4500 j
.47
.47
.47
.47
.47
30.7000 j
.47
.47
.47
.47
.47
30.9500 (
.47
.47
.47
.47
.47
31.2000 j
.47
.47
.47
.47
.47
31.4500 j
.47
.47
.47
.47
.47
31.7000 j
.47
.47
.47
.47
.47
31.9500 j
.47
.47
.47
.47
.47
32.2000 j
.47
.47
.47
.47
.47
32.4500 j
.47
.47
.47
.47
.47
32.7000 j
.47
.47
.47
.47
.47
32.9500 j
.47
.47
.47
.47
.47
33.2000 j
.47
.47
.47
.47
.47
33.4500 j
.47
.47
.47
.47
.47
33.7000 j
.47
.47
.47
.46
.46
33.9500 j
.46
.46
.46
.46
.46
34.2000 j
.46
.46
.46
.46
.46
34.4500 j
.46
.46
.46
.46
.46
34.7000 j
.46
.46
.46
.46
.46
34.9500 j
46
.46
.46
.46
.46
35.2000 j
46
.46
.46
.46
.46
35.4500 j
46
.46
.46
.46
.46
35.7000 j
.46
.46
.46
.46
.46
35.9500 j
.46
.46
.46
.46
.46
36.2000 j
.46
.46
.46
.46
.46
36.4500 j
.46
.46
.46
.46
.46
36.7000 j
.46
.46
.46
.46
.46
36.9500 i
.46
.46
.46
.46
.46
37.2000 j
.46
.46
.46
.46
.46
37.4500 j
.46
.46
.46
.46
.46
37.7000 j
.45
.45
.45
.45
.45
37.9500 j
.45
.45
.45
.45
.45
38.2000 j
.45
.45
.45
.45
.45
38.4500 j
.45
.45
.45
.45
.45
38.7000 j
.45
.45
.45
.45
.45
38.9500 j
.45
.45
.45
.45
.45
39.2000 j
.45
.45
.45
.45
.45
39.4500 j
.45
.45
.45
.45
.45
39.7000 j
.45
.45
.45
.45
.45
39.9500 j
.45
.45
.45
.45
.45
40.2000 j
.45
.45
.45
.45
.45
40.4500 j
.45
.45
.45
.45
.45
40.7000 j
.45
.45
.45
.45
.45
40.9500 j
.45
.45
.45
.44
.44
41.2000 j
.44
.44
.44
.44
.44
S/N: C21705506A87
Talbert
& Bright
PondPack Ver: 7.0
(325)
Compute
Time: 10:55:34
Date:
08-09-2004

Type.... Pond Routed HYG (total out) Page 7.06
Name.... P 10 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time j
Output Time
increment = .0500 hrs
hrs j
---------j--------------------------------------------------------------
Time on
left represents
time for first
value in
each row.
41.4500 j
.44
.44
.44
.44
.44
41.7000 j
.44
.44
.44
.44
.44
41.9500 j
.44
.44
.44
.44
.44
42.2000 j
.44
.44
.44
.44
.44
42.4500 j
.44
.44
.44
.44
.44
42.7000 j
.44
.44
-44
.44
.44
42.9500 j
.44
.44
.44
.44
.44
43.2000 j
.44
.44
.44
.44
.44
43.4500 j
.44
.44
.44
.44
.44
43.7000 j
.44
.44
.44
.43
.43
43.9500 j
.43
.43
.43
.43
.43
44.2000 j
.43
.43
.43
.43
.43
44.4500 j
.43
.43
.43
.43
.43
44.7000 j
.43
.43 -
.43
.43
.43
44.9500 j
.43
.43
.43
.43
.43
45.2000 j
.43
.43
.43
.43
.43
45.4500 j
.43
.43
.43
.43
.43
45.7000 i
.43
.43
.43
.43
.43
45.9500 j
.43
.43
.43
.43
.43
46.2000 j
.43
.43
.43
.43
.43
46.4500 j
.43
.43
_43
.43
.42
46.7000 j
.42
.42
.42
.42
.42
46.9500 j
.42
.42
.42
.42
.42
47.2000 j
42
.42
.42
.42
.42
47.4500 j
.42
.42
.42
.42
.42
47.7000 j
.42
.42
.42
.42
.42
47.9500 I
.42
.42
.42
.42
.42
48.2000 j
.42
.42
.42
.42
.42
48.4500 j
.42
.42
.42
.42
.42
48.7000 j
.42
.42
.42
.42
.42
48.9500 j
.42
.42
.42
.42
.42
49.2000 j
.42
.42
.42
.42
.42
49.4500 j
.42
.41
.41
.41
.41
49.7000 j
.41
.41
.41
.41
.41
49.9500 j
.41
.41
.41
.41
.41
50.2000 j
.41
.41
.41
.41
.41
50.4500 j
.41
.41
.41
.41
.41
50.7000 j
.41
.41
.41
.41
.41
50.9500 j
.41
.41
.41
.41
.41
51.2000 j
.41
.41
.41
.41
.41
51.4500 j
.41
.41
.41
.41
.41
51.7000 j
41
.41
.41
.41
.41
51.9500 j
.41
.41
.41
.41
.41
52.2000 j
.41
.41
.41
.41
.41
52.4500 j
.40
.40
.40
.40
.40
52.7000 j
.40
.40
.40
.40
.40
52.9500 j
.40
.40
.40
.40
.40
S/N: C21705506A87 Talbert
& Bright
PondPack Ver:
7.0 (325)
Compute
Time: 10:55:34
Date:
08-09-2004

Type.... Pond Routed HYG (total out) Page 7.07
Name.... P 10 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES
(cfs)
Time j
Output Time
increment
= .0500 hrs
hrs j
---------j--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
53.2000 j
.40
.40
.40
.40
.40
53.4500 j
.40
.40
.40
.40
.40
53.7000 j
.40
.40
.40
.40
.40
53.9500 j
.40
.40
.40
.40
.40
54.2000 j
.40
.40
.40
.40
.40
54.4500 j
.39
.39
.39
.39
.39
54.7000 j
.39
.38
.38
.38
.38
54.9500 j
.38
.38
.37
.37
.37
55.2000 j
.37
.37
.37
.37
.36
55.4500 j
.36
.36
.36
.36
.36
55.7000 j
.36
.35
.35
.35
.35
55.9500 j
.35
.35
.35
.34
.34
56.2000 j
.34
.34
.34
.33
.33
56.4500 j
.33
.33
.32
.32
.3Z
56.7000 i
.32
.32
.31
.31
.31
56.9500 j
.31
.30
.30
.30
.30
57.2000 j
.30
.29
.29
.29
.29
57.4500 j
.29
.28
.28
.28
.28
57.7000 j
.28
.27
.27
.27
.26
57.9500 j
.25
.25
.24
.24
.23
58.2000 j
.23
.22
.22
.22
.21
58.4500 j
.21
.20
.20
.19
_19
58.7000 j
.19
.18
.18
.16
.12
58.9500 j
.09
.07
.05
.04
.03
59.2000 j
.02
.02
.01
.01
.01
59.4500 j
.01
.00
.00
.00
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routing Summary Page 7.08
Name.... P 10 OUT Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 100yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 100yr
Outflow HYG file = NONE STORED - P 10 OUT 100yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 199.84
cfs at 12.2000 hrs
Peak
-----------------------------------------------------
Outflow
= 106.20
cfs at 12.5000 hrs
Peak
Elevation
= 27.30
ft
Peak
Storage =
9.078
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 22.368
- Infiltration = .000
- HYG Vol OUT = 22.368
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routing Summary Page 7.09
Name.... P 10 OUT Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 10yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 10yr
Outflow HYG file = NONE STORED - P 10 OUT 10yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00-cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 131.54
cfs at 12.2000 hrs
Peak
-----------------------------------------------------
Outflow
= 45.19
cfs at 12.6500 hrs
Peak
Elevation
= 26.17
ft
Peak
Storage =
6.750
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 14.416
Infiltration = .000
- HYG Vol OUT = 14.416
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routing Summary Page 7.10
Name.... P 10 OUT Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 25yr
LEVEL POOL ROUTING SUMMARY
HYG Dir J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 25yr
Outflow HYG file = NONE STORED - P 10 OUT 25yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 155.53
cfs at 12.2000 hrs
Peak
--------------------------------------------------
Outflow
= 60.53
cfs at 12.6000 hrs
Peak
Elevation
= 26.67
ft
Peak
Storage =
7.758
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 17.180
Infiltration = .000
- HYG Vol OUT = 17.180
Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Type.... Pond Routing Summary Page 7.11
Name.... P 10 OUT Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\TERMINAL AREA DRY POND
POSTB.PPW
Storm... TypeIII 24hr Tag: 2yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
inflow HYG file = NONE STORED - P 10 IN 2yr
Outflow HYG file = NONE STORED - P 10 OUT 2yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
74.31
cfs at 12.2000 hrs
Peak
-------------------------------------------
Outflow =
13.81
cfs at 12.9500 hrs
Peak
Elevation =
24.81
ft
Peak
Storage =
4.195
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol .000
+ HYG Vol IN = 7.995
- Infiltration = .000
- HYG Vol OUT = 7.995
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.001% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

Appendix A
A-1
Index of Starting Page Numbers for ID Names
-----
A -----
AREA
D1...
3.01,
4.01
AREA
D2...
3.03,
4.02
AREA
D3...
3.05,
4.03
AREA
D4...
3.07,
4.04
AREA
D5...
3.09,
4.05
----- N -----
NHC... 2.01
----- P -----
P 10... 5.01, 7.01, 7.02, 7.03,
7.08, 7.09, 7.10, 7.11
PR 20... 6.01, 6.05, 6.11
----- W -----
Watershed 1" Eq... 1.01, 1.021 1.03,
1.04, 1.05
S/N: C21705506A87 Talbert & Brighi.
PondPack leer: 7.0 (325) Compute Time: 10:55:34 Date: 08-09-2004

I
.1
11
I
.1
u
I

Extended Dry Detention Basin No. 1
Analysis Results Summary
-- ..
p..
�.

Job File: C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Rain D1r: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
ILM Stormwater Master Plan Existing Conditions Model - Southwest
Area Discharge Points
-bcv1 LAP IMt'`jr AtiAtys�s %nit
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Table of Contents
i
Table of Contents
******************** NETWORK SUMMARIES *********************
Watershed.......
100yr
Executive
Summary
(Nodes) ..........
1.01
Watershed._.....
10yr
Executive
Summary
(Nodes) ..........
1.02
Watershed.......
25yr
Executive
Summary
(Nodes) ..........
1.03
Watershed.......
2yr
Executive
Summary
(Nodes) ..........
1.04
Network Calcs Sequence .............
1.05
SlN: C217055OGA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 100 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Storm... TypeIII 24hr Tag: 100yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Node ID
Type
ac-ft
J 10
JCT
19.492
J 20
JCT
36.664
J 40
JCT
32.810
J 50
JCT
14.570
J 60
JCT
48.893
J 70
JCT
3.185
Outfall OUT 60
JCT
99.459
SUB 11
AREA
5.397
SUB 12
AREA
6.471
SUB 15
AREA
10.269
SUB 16
AREA
8.327
SUB 17
AREA
6.243
SUB 18
AREA
19.659
SUB 19
AREA
14.568
SUB 19A
AREA
2.882
SUB 2
AREA
-422
SUB 21
AREA
13.448
SUB 22
AREA
1.358
SUB 25
AREA
1.182
SUB 3
AREA
1.242
SUB 39
AREA
2.604
SUB 4
AREA
1.522
SUB 7
AREA
.137
SUB26
AREA
3.504
Qpeak
Qpeak Max WSEL
Trun. hrs
cfs ft
13.0000
80.47
12.9500
155.08
12.3000
206.85
12.7000
78.58
R 12.9500
87.75
12.5000
20.94
R 12.4500
348.16
12.7500
26.77
13.1500
25.26
12.7500
51.83
12.7000
44.39
12.7000
34.19
12.3000
163.80
12.9500
66.92
12.5500
18.22
12.4500
2.99
13.0500
55.54
13.1500
5.22
13.1000
4.64
12.5000
7.97
12.7000
14.19
12.5000
10.02
13.4500
.34
12.7000
18.70
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 10 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = MHC.RNQ NHC
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
-----------------
ID
Type
ac-ft
Trun. hrs
cfs ft
J
10
----
JCT
----------
10.633
-----------
13.0000
-----------------
42.76
J
20
JCT
20.145
12.9500
85.27
J
40
JCT
19.307
12.3000
124.19
J
50
JCT
7.933
12.7000
41.67
J
60
JCT
26.587
R 12.9500
62.22
J
70
JCT
1.464
12.5500
8.60
Outfall OUT
60
JCT
55.291
R 12.5000
203.43
SUB
11
AREA
2.744
12.8500
12.96
SUB
12
AREA
3.439
13.2000
12.98
SUB
15
AREA
5.568
12.8000
27.36
SUB
16
AREA
4.332
12.7500
22.04
SUB
17
AREA
3.600
12.7000
19.63
SUB
18
AREA
12.191
12.3000
103.31
SUB
19
AREA
7.975
12.9500
35.90
SUB
19A
AREA
1.548
12.6000
9.57
SUB
2
AREA
.219
12.4500
1.50
SUB
21
AREA
7.221
13.0500
28.84
SUB
22
AREA
.707
13.2000
2.60
SUB
25
AREA
.621
13.1000
2.33
SUB
3
AREA
.543
12.6000
3.00
y SUB
39
AREA
1.537
12.7000
8.39
SUB
4
AREA
.702
12.5500
4.15
SUB
7
AREA
.029
15.0500
.04
SUB26
AREA
2.084
12.7000
11.15
S;N: C21705506A87 Talbert & Drigiit
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

a
Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 25 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs ft
J
10
JCT
13.610
13.0000
55.50
J
20
JCT
25.706
12.9500
110.00
J
40
JCT
23.912
12.3000
152.72
J
50
JCT
10.162
12.7000
54.14
J
60
JCT
34.058
R 12.9500
70.72
J
70
JCT
2.021
12.5000
12.56
Outfall OUT
60
JCT
70.153
R 12.4500
254.14
SUB
11
AREA
3.622
12.8500
17.55
SUB
12
AREA
4.453
13.2000
17.10
SUB
15
AREA
7.147
12.8000
35.60
SUB
16
AREA
5.661
.12.7000
29.51
SUB
17
AREA
4.500
12.7000
24.64
SUB
18
AREA
14.771
12.3000
124.46
SUB
19
AREA
10.194
12.9500
46.42
SUB
19A
AREA
1.995
12.5500
12.46
SUB
2
AREA
.287
12.4500
2.00
SUB
21
AREA
9.308
13.0500
37.83
SUB
22
AREA
.923
13.2000
3.47
SUB
25
AREA
.808
13.1000
3.10
SUB
3
AREA
.767
12.5500
4.57
SUB
39
AREA
1.902
12.7000
10.40
SUB
4
AREA
.967
12.5000
6.03
SUB
7
AREA
.059
13.6500
.10
SUB26
AREA
2.570
12.7000
13.76
S/iv: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 2 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
ID
Type
ac-ft
Trun. hrs
cfs ft
J
10
JCT
4.392
-----------
13.0500
-----------------
15.97
J
20
JCT
8.428
13.0000
32.50
J
40
JCT
9.204
12.3000
59.87
J
50
JCT
3.269
12.8000
15.53
J
60
JCT
10.758
13.2000
39.48
J
70
JCT
.422
12.7000
1.63
Outfall OUT
60
JCT
23.654
12.5500
85.83
SUB
11
AREA
.984
12.9000
3.83
SUB
12
AREA
1.347
13.4000
4.46
SUB
15
AREA
2.266
12.9000
10.11
SUB
16
AREA
1.627
12.8500
7.15
SUB
17
AREA
1.642
12.7000
8.57
SUB
18
AREA
6.320
12.3000
53.88
SUB
19
AREA
3.305
12.9500
13.54
SUB
19A
AREA
.618
12.6000
3.45
SUB
2
AREA
.082
12.5000
.49
SUB
21
AREA
2.884
13.2000
10.31
SUB
22
AREA
.265
13.4000
.84
SUB
25
AREA
.238
13.3000
.78
SUB
3
AREA
.137
12.7500
.42
SUB
39
AREA
.731
12.7000
3.89
SUB
4
AREA
.203
12.7000
.79
SUB
7
AREA
.000
.0500
.00
SUB26
AREA
1.004
12.7000
5.24
SON: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Type.... Network Calcs Sequence Page 1.05
Name.... Watershed Event: 2 yr
Fite.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK RUNOFF NODE SEQUENCE
Runoff
Data
Apply to
Node
Receiving Link
SCS
UH
sub
25
Subarea
SUB
25
Add
Hyd
SUB
25
SCS
UH
sub26
Subarea
SUB26
Add
Hyd
SUB26
SCS
UH
sub
22
Subarea
SUB
22
Add
Hyd
SUB
22
SCS
UH
sub
21
Subarea
SUB
21
Add
Hyd
SUB
21
SCS
UH
sub
12
Subarea
SUB
12
Add
Hyd
SUB
12
SCS
UH
sub
19
Subarea
SUB
19
Add
Hyd
SUB
19
SCS
UH
sub
39
Subarea
SUB
39
Add
Hyd
SUB
39
SCS
UH
sub
11
Subarea
SUB
11
Add
Hyd
SUB
11
SCS
UH
sub
7
Subarea
SUB
7
Add
Hyd
SUB
7
SCS
UH
sub
18
Subarea
SUB
18
Add
Hyd
SUB
18
SCS
UH
sub
15
Subarea
SUB
15
Add
Hyd
SUB
15
SCS
UH
Sub
17
Subarea
SUB
17
Add
Hyd
SUB
17
SCS
UH
sub
19A
Subarea
SUB
19A
Add
Hyd
SUB
19A
---SCS-
UH
sub
16
Subarea
SUB
16
Add
Hyd
SUB
16
SCS
UH
sub
4
Subarea
SUB
4
Add
Hyd
SUB
4
SCS
UH
sub
3
Subarea
SUB
3
Add
Hyd
SUB
3
SCS
UH
sub
2
Subarea
SUB
2
Add
Hyd
SUB
2
SIN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Type.... Network Calcs Sequence Page 1.06
Name.... Watershed Event: 2 yr
File.... C:\HAESTAD\HAESTAD\ILM SW MASTER PLAN\SOUTH WEST SIDE PRE-DEV.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK ROUTING SEQUENCE
Link Operation
----------------------------------------
UPstream Node
DNstream Node
Add
Hyd
A
20
Subarea
----------------------------------------
SUB26
Jct
J
10
Add
Hyd
A
10
Subarea
SUB 25
Jct
J
10
Add
Hyd
A
40
Subarea
SUB 21
Jct
J
10
Add
Hyd
A
30
Subarea
SUB 22
Jct
J
10
Add
Hyd
A
60
Subarea
SUB 19
Jct
J
20
Add
Hyd
A
80
Subarea
SUB 39
Jct
J
20
Reach
R
10
Jct
J 10
Jct
J
20
Add
Hyd
A
230
Subarea
SUB 12
Jct
J
60
Reach
R
50
Jct
J 20
Jct
J
60
Add
Hyd
A
260
Subarea
SUB 7
Jct
J
60
Add
Hyd
A
250
Subarea
SUB 11
Jct
J
60
Add
Hyd
A
410
Subarea
SUB 3
Jct
J
70
Add
Hyd
A
400
Subarea
SUB 4
Jct
J
70
Add
Hyd
A
420
Subarea
SUB 2
Jct
J
70
Add
Hyd
A
360
Subarea
SUB 19A
Jct
J
40
Add
Hyd
A
150
Subarea
SUB 18
Jct
J
40
Add
Hyd
A
160
Subarea
SUB 15
Jct
J
40
Add
Hyd
A
350
Subarea
SUB 17
Jct
J
50
Add
Hyd
A
210
Subarea
SUB 16
Jct
J
50
Add
Hyd
A
460
Jct
J 50
Jct
OUT
60
Add
Hyd
A
450
Jct
J 40
Jct
OUT
60
Add
Hyd
A
430
Jct
J 70
Jct
OUT
60
Add
Hyd
A
440
Jct
J 60
Jct
OUT
60
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Appendix A
A-1
Index of Starting Page Numbers for ID Names
5;1:: C2170550GA87 Talbert « Bright
PondPack Ver: 7.0 (325) Compute Time: 18:21:27 Date: 08-05-2004

Type.... Vol: Elev-Area
Name.... P 20
Page 1.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
7.00
----- 0
0
.000
.000
8.00
----- 7000
7000
.054
.054
9.00
----- 16000
33583
.257
.311
10.00
----- 28000
65166
.499
.809
10.70
----- 40000
101466
.544
1.353
10.80
----- 330780
485807
.372
1.724
11.00
----- 382445
1068901
1.636
3.360
12.00
----- 591733
1449894
11.095
14.455
13.00
----- 627496
1828581
13.993
28.448
14.00
----- 649276
1915065
14.655
43.103
15.00
----- 671114
1980495
15.155
58.258
16.00
----- 693012
2046101
15.657
73.915
17.00
----- 714967
2111883
16.161
90.076
18.00
----- 736982
2177840
16.665
106.742
19.00
----- 759054
2243973
17.172
123.913
20.00
- - 781186
2310281
17.679
141.592
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 - Areas computed for EL1, EL2, respectively
Volume Incremental volume between EL1 and EL2
?c�1 �a
V U J Oa 12L?1�) J S a l
A, S-L? & c- j ,� �p S 6 /0 / s Co 09 (65-) + , 0 5
VOL-
x Z o Y, = 3. `f? Ac- - F r-
-7,1-7 Ac - Fr
V7 t-� d .
f o, 7u
S/Pv: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 17:09:08 Date: 08-23-2004

Type.... Vol: Elev-Area
Name.... P 20
Page 1.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION 5OUTH.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
7.00
----- 0
0
.000
.000
8.00
----- 7000
7000
.054
.054
9.00
----- 16000
33583
.257
.311
10.00
----- 116170
175283
1.341
1.652
10.70
----- 304037
608143
3.258
4.909
10.80
----- 330780
951944
.728
5.638
11.00
----- 382445
1068901
1.636
7.274
12.00
----- 591733
1449894
11.095
18.369
13.00
----- 627496
1828581
13.993
32.362
14.00
----- 649276
1915065
14.655
47.016
15.00
----- 671114
1980495
15.155
62.172
16.00
----- 693012
2046101
15.657
77.829
17.00
----- 714967
2111883
16.161
93.990
18.00
----- 736982
2177840
16.665
110.655
19.00
----- 759054
2243973
17.172
127.827
20.00
----- 781186
2310281
17.679
145.505
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
�vLc� Vvc_�✓�C 1P(L
scn ( ^1 E,j r kl uo, A p+J c,;Z- .
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 17:10:09 Date: 08-23-2004

Job Fite: J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
Proposed conditions - west side of airport.
E;<Tajbe-,b �Y
Na, ,
SIN: C21705506A8If Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22
Date: 08-20-2004

Table of Contents
i
Table of Contents
******************** NETWORK SUMMARIES *********************
Watershed....... V Eq
Executive Summary (Nodes) 1.01
Watershed....... 100yr
Executive Summary (Nodes) .......... 1.02
Watershed....:_.. 10yr
Executive Summary (Nodes) 1.03
Watershed....... 25yr
Executive Summary (Nodes) .......... 1.04
Watershed....... 2yr
Executive Summary (Nodes) .......... 1.05
****************** DESIGN STORMS SUMMARY *******************
NHC............. Design Storms ............ 2.01
********************** TC CALCULATIONS ********************
AREA A.......... Tc Calcs ........................... 3.01
AREA B.-:....... Tc Calcs ......... ............. ... 3.03
AREA C.......... Tc Calcs ........................... 3.05
AREA D.......... Tc Calcs ........................... 3.07
AREA E.......... Tc Calcs ........................... 3.09
AREA F.......... Tc Calcs ........................... 3.11
AREA G.......... Tc Calcs ........................... 3.13
/N: C2«7CS506„B7 Talbert
aAbera « Bright
PondPack Ver: 7,0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Table of Contents
Table of Contents (continued)
AREA H.......... Tc Calcs ........................... 3.15
AREA I.......... Tc Calcs ........................... 3.17
********************** CN CALCULATIONS *********************
AREA
A..........
Runoff
CN-Area .....................
4.01
AREA
B..........
Runoff
CN-Area .....................
4.02
AREA
C..........
Runoff
CN-Area .....................
4.03
AREA
D..........
Runoff
CN-Area .....................
4.04
AREA
E........ ..
Runoff
CN-Area .....................
4.05
AREA
F..........
Runoff
CN-Area .....................
4.06
AREA
G..........
Runoff
CN-Area .....................
4.07
AREA
H..........
Runoff
CN-Area .....................
4.08
AREA
I..........
Runoff
CN-Area .....................
4.09
*********************** POND VOLUMES ***********************
P 10........... Vol: Elev-Area ..................... 5.01
P 20........... Vol: Elev-Area 5.02
******************** OUTLET STRUCTURES *********************
PR 10.......... Outlet Input Data .................. 6.01
Individual Outlet Curves ........... 6.06
PR 20.......... Outlet Input Data .................. 6.08
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Table of Contents iii
Table of Contents (continued)
Individual Outlet Curves ........... 6.14
Composite Rating Curve ............. 6.22
*********************** POND ROUTING ***********************
P 10...........
Pond E-V-Q Table ...................
7.01
P 10
OUT
1" Eq
Pond Routing
Summary ...............
7.02
P 10
OUT
100yr
Pond Routing
Summary ...............
7.03
P 10
OUT
10yr
Pond Routing
Summary ...............
7.04
P 10
OUT
25yr
Pond Routing
Summary ...............
7.05
P 10
OUT
2yr
Pond Routing
Summary ...............
7.06
P 20...........
Pond E-V-Q Table ...................
7.07
P 20
OUT
1" Eq
Pond Routing
Summary ...............
7.09
Pond Routed HYG (total out) ........
7.10
P 20
OUT
100yr
Pond.Routing
Summary ...............
7.15
P 20
OUT
10yr
Pond Routing
Summary ...............
7.16
P 20
OUT
25yr
Pond Routing
Summary ...............
7.17
P 20
OUT
2yr
Pond Routing
Summary ...............
7.18
.3/ 1C C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 1" Eq
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Total Rainfall Depth= 1.8400 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Node ID
Type
ac-ft
Trun. hrs
cfs
AREA A
AREA
1.523
12.6000
8.46
AREA B
AREA
.717
12.4500
5.10
AREA C
AREA
1.108
12.5000
7.36
AREA D
AREA
1.950
12.6000
11.27
AREA E
AREA
2.836
12.5500
17.62
AREA F
AREA
2.360
12.6500
13.25
AREA G
AREA
1.949
12.5500
12.60
AREA H
AREA
2.852
12.6000
16.03
AREA I
AREA
2.674
12.6000
16.40
J 10
JCT
2.240
12.4500
5.25
J 20
JCT
1.523
13.7000
2.60
J 30
JCT
3.348
12.6000
12.21
J 40
JCT
5.298
12.8000
22.36
J 50
JCT
5.196
12.6000
30.49
Outfall OUT 10
JCT
17.969
20.7000
4.92
P 10
IN
POND
1.523
12.6000
8.46
P 10
OUT
POND
1.523
13.7000
2.60
P 20
IN
POND
17.969
12.7000
92.70
P 20
OUT
POND
17.969
20.7000
4.92
Max WSEL
ft
22.64
11.86
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 100yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Node ID
-----------------
Type
ac-ft
Trun. hrs
cfs
AREA A
----
AREA
----------
27.843
-- ---------
12.5000
--------
179.88
AREA B
AREA
7.706
12.4000
52.40
AREA C
AREA
11.909
12.4500
75.88
AREA D
AREA
20.946
12.6000
117.81
AREA E
AREA
30.466
12.5000
183.12
AREA F
AREA
25.359
12.6500
138.04
AREA G
AREA
20.943
12.4500
130.93
AREA H
AREA
45.867
12.5000
283.54
AREA I
AREA
28.723
12.5000
170.12
J 10
JCT
35.549
12.4500
64.47
J 20
JCT
27.843
14.1000
26.81
J 30
JCT
47.457
12.5500
135.94
J 40
JCT
68.403
12.7500
240.45
J 50
JCT
55.825
12.5500
318.60
Outfall OUT 10
JCT
218.059
R 13.6000
337.31
P 10
IN
POND
27.843
12.5000
179.88
P 10
OUT
POND
27.843
14.1000
26.81
P 20
IN
POND
219.761
12.6000
1086.06
P 20
OUT
POND
218.059
R 13.6000
337.31
Max WSEL
ft
25.49
17.82
SiN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs
ft
AREA A
AREA
-
17.151
---------
12.5000
--------
112.30
---------
AREA B
AREA
5.023
12.4000
34.88
AREA C
AREA
7.762
12.5000
50.51
AREA D
AREA
13.653
12.6000
78.40
AREA E
AREA
1.9.858
12.5000
121.79
AREA F
AREA
16.529
12.6500
91.90
AREA G
AREA
13.651
12.4500
87.04
AREA H
AREA
28.G29
12.5500
179.58
AREA I
AREA
18.722
12.5000
113.06
J 10
JCT
22.173
12.4500
42.71
J 20
JCT
17.150
13.9000
19.66
J 30
JCT
29.935
12.5500
90.17
J 40
JCT
43.588
12.7500
159.51
J 50
JCT
36.387
12.5500
211.89
Outfall OUT 10
JCT
140.386
R 14.0500
157.58
P 10
IN
POND
17.151
12.5000
112.30
P 10
OUT
POND
17.150
13.9000
19.66
24.65
P 20
IN
POND
140.978
12.6000
712.83
P 20
OUT
POND
140.386
R 14.0500
157.58
15.94
S/N: C21705506A87 Talbert & 8right
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs
ft
AREA A
AREA
20.840
-
12.5000
-------
135.88
---------
AREA B
AREA
5.957
12.4000
41.04
AREA C
AREA
9.206
12.4500
59.41
AREA D
AREA
16.192
12.6000
92.25
AREA E
AREA
23.551
12.5000
143.34
AREA F
AREA
19.603
12.6500
108.11
AREA G
AREA
16.190
12.4500
102.46
AREA H
AREA
34.591
12.5000
215.80
AREA I
AREA
22.204
12.5000
133.11
J 10
JCT
26.796
12.4500
50.34
J 20
JCT
20.839
13.9500
22.40
J 30
JCT
36.002
12.5500
106.21
J 40
JCT
52.194
12.7500
188.09
J 50
JCT
43.155
12.5500
249.38
Outfall OUT 10.
JCT
167.332
R 13.8000
220.21
P 10
IN
POND
20.840
12.5000
135.88
P 10
OUT
POND
20.839
13.9500
22.40
24.96
P 20
IN
POND
168.333
12.6000
843.86
P 20
OUT
POND
167.332
R 13.8000
220.21
16.61
SiN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

A
Type.... Executive Summary (Nodes) Page 1.05
Name.... Watershed Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs
ft
AREA A
AREA
8.788
12.5000
--------
57.53
---------
AREA B
AREA
2.841
12.4500
20.19
AREA C
AREA
4.390
12.5000
29.26
AREA D
AREA
7.721
12.6000
45.27
AREA E
AREA
11.231
12.5500
70.25
AREA F
AREA
9.348
12.6500
53.10
AREA G
AREA
7.720
12.5000
50.24
AREA H
AREA
15.012
12.5500
94.84
AREA I
AREA
10.589
12.5000
65.11
J 10
JCT
11.628
12.4500
24.03
J 20
JCT
8.787
13.7500
12.27
J 30
JCT
16.018
12.5500
51.32
J 40
JCT
23.739
12.7500
91.27
J 50
JCT
20.579
12.5500
122.20
Outfall OUT 10
JCT
77.640
16.3000
46.11
P 10
IN
POND
8.788
12.5000
57.53
P 10
OUT
POND
8.787
13.7500
12.27
23.87
P 20
IN
POND
77.640
12.6000
401.21
P 20
OUT
POND
77.640
16.3000
46.11
14.33
j/n. ..2�705Jvonoi Talbert a"c Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Design Storms Page 2.01
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title... Proposed conditions - west side of airport.
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
----- -----------------------
Data Type, File, ID = Synthetic Storm SC5TYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1" Eq
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Total Rainfall Depth= 1.8400 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & aright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Design Storms Page 2.02
Name.... NHC
File.... C:\HAE5TAD\PPKW\RAINFALL\NHC.RNQ
Title... Proposed conditions - west side of airport.
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth=.4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.01
Name.... AREA A
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 800.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2222 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .7174 hrs
S/N; C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA A
Page 3.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
----- -----------------------
Tc Equations used...
------------------------------------------------------------------------
---- SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
___= User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21105506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.03
Name.... AREA B
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 400.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1111 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic-tength 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .6063 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA B
Page 3.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
----------------------------------------- ------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**O.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C217USSU6A87 -Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA C
Page 3.05
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vel.
Hydraulic Length 700.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1944 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .6896 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.06
Name.... AREA C
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
---- SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
5CS TR-55 Shallow Concentrated Flow
,U•npaved surface
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/id: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA D
Page 3.07
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1400.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time- .3889 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic -Length 200-:-00 ft-
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
200.00 ft
4.5000 in
.010000 ft/ft
.12 ft/sec
Segment #3 Time: .4608 hrs
-----------------------------------------------------------------------
Total Tc: .8841 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA D
Page 3.08
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
--- -------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-SS Shallow Concentrated Flow
Unpaved- surf -ace:. --
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**O.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf. = Flow length, ft
==== User Defined Length & Velocity
----------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.09
Name.... AREA E
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1000.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2778 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic LeTYgtiv-- - .00 ft----
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .7730 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA E
Page 3.10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
------------------------------------------------------------------------
Tc Equations used...
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow =------------------------------
------------------------
Unpaved suT-ftee:---
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V — Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.11
Name.... AREA F
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1600.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .4444 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length -- 00 f- --
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .9396 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA F
Page 3.12
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
-------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface: �-_ _•-
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
___= User Defined Length & Velocity------------------------------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.13
Name... AREA G
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 800.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2222 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00--
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .7174 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA G
Page 3.14
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
--- -------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow ----------------------------------------------
------------------------------------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity ------------------------------------
------------------------------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.15
Name.... AREA H
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Length & Vet.
Hydraulic Length 1000.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2778 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length -200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
----------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings.n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope 1010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
Total Tc: .7730 hrs
S/N.- C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs
Name.... AREA H
Page 3.16
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (5f**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
___= User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/iv: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Tc Calcs Page 3.17
Name.... AREA I
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
TIME OF CONCENTRATION CALCULATOR
. .. ... .... .. .......... . . .. ....... .... .. .....
Segment #1: Tc: Length & Vet.
Hydraulic Length 1100.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .3056 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0344 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .12 ft/sec
Segment #3 Time: .4608 hrs
------------------------------------------------------------------------
Total Tc: .8008 hrs
S/ir': C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

i
Type.... Tc Calcs Page 3.18
Name.... AREA I
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Tc Equations used.
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
t P = 2yr, 24hr Rain depth, inches
k
Sf = Slope, ft/ft
SCS TR-55 Shallow Concentrated Flow
Unpaved surface: -
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**O.5)
r
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA A
Page 4.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION-SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area
Adjustment Adjusted
Soil/Surface Description
--------------------------------
CN
acres
%C %UC CN
woods
----
58
---------
12.000
----- ----- ------
58.00
open space
61
12.000
61.00
impervious
98
22.000
98.00
COMPOSITE AREA & WEIGHTED CN --->
46.000
77.91 (78)
SiN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA B
Page 4.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION 50UTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
open space 61 3.400 61.00
impervious 98 7.600 98.00
COMPOSITE AREA & WEIGHTED CN ---> 11.000 86.56 (87)
S/N: C2i705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA C
Page 4.03
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space 61 5.000 61.00
impervious 98 12.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 17.000 87.12 (87)
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA D
Page 4.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space 61 9.000 61.00
impervious 98 20.900 98.00
COMPOSITE AREA & WEIGHTED CN ---> 29.900 86.86 (87)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA E
Page 4.05
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space 61 13.000 61.00
impervious 98 30.500 98.00
COMPOSITE AREA & WEIGHTED CN ---> 43.500 86.94 (87)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA F
Page 4.06
Fite.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space 61 11.000 61.00
impervious 98 25.200 98.00
COMPOSITE AREA & WEIGHTED CN ---> 36.200 86.76 (87)
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA G
Page 4.07
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
impervious 98 20.900 98.00
open space 61 9.000 61.00
COMPOSITE AREA & WEIGHTED CN ---> 29.900 86.86 (87)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA H
Page 4.08
Fite.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space 61 35.200 61.00
impervious 98 38.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 73.200 80.21 (80)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Runoff CN-Area
Name.... AREA I
Page 4.09
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
open space 61 12.000 61.00
impervious 98 29.000 98.00
COMPOSITE AREA & WEIGHTED CN ---> 41.000 87.17 (87)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Vol: Elev-Area
Name.... P 10
Page 5.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft) (ac-ft) (ac-ft)
--------------- --------------------------------------------------
-----
21.80 0 0 .000 .000
22.00 ----- 11047 11047 .017 .017
24.00 ----- 237085 299309 4.581 4.598
26.00 ----- 398989 943636 14.442 19.040
27.00 --- 521330 1376395 10.533 29.572 y,
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes. lV
Volume = (1/3) * (EL2-EL1) * (Areal.+ Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: C2i705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Vol: Elev-Area
Name.... P 20
Page 5.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
7.00
----- 0
0
.000
.000
8.00
----- 7000
7000
.054
.054
9.00
----- 16000
33583
.257
.311
10.00
----- 28000
65166
.499
.809
10.70
----- 40000
101466
.544
1.353
10.80
----- 330780
485807
.372
1.724
11.00
----- 382445
1068901
1.636
3.360
12.00
----- 591733
1449894
11.095
14.455
13.00
----- 627496
1828581
13.993
28.448
14.00
----- 649276
1915065
14.655
43.103
15.00
----- 671114
1980495
15.155
58.258
16.00
----- 693012
2046101
15.657
73.915
17.00
----- 714967
2111883
16.161
90.076
18.00
----- 736982
2177840
16.665
106.742
19.00
759054
2243973
17.172
123.913
20.00
----- 781186
2310281
17.679
141.592
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-:EL1) * (Areal + Area2 i sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data Page 6.01
Name.... PR 10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 21.80 ft
Increment = .50 ft
Max. Elev.= 27.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< ---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Weir-Rectangular. ---> TW 26.000 27.000
Culvert -Circular ---> TW 21.800 27.000
TW SETUP, DS Channel
SiN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 10
Page 6.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Weir -Rectangular
# of Openings = 1
Crest Elev. = 26.00 ft
Weir Length = 16.00 ft
Weir Coeff. = 2.980000
Weir TW effects (Use adjustment equation)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 10
Page 6.03
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
=
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 21.80
ft
Dnstream Invert
= 20.50
ft
Horiz. Length
= 30.00
ft
Barrel Length
= 30.03
ft
Barrel Slope
= .04333
ft/ft
OUTLET CONTROL DATA...
Mannings n
= .0150
Ke
= .5000
Kb
= .016523
Kr
= .5000
HW Convergence
= .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.114
T2 ratio (HW/D) =
1.186
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 24.03 ft ---> Flow = 15.55 cfs
At T2 Elev = 24.17 ft ---> Flow = 17.77 cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 10
Page 6.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW...
Channel Type: Chn-Circular
Channel ID: PR 10
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.•
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 10
Page 6.05
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW...
Channel Type: Chn-Circular
Channel ID: PR 10
Solution to Mannings Open Channel Flow Equation
(Computed values are based on normal depth.)
CIRCULAR CROSS SECTION
Slope = .001200 ft/ft
Mannings n = 0.01500
Invert Elev. = 20.00 ft
Top of Channel = 25.00 ft
Diameter = 5.0000 ft
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 10
Page 6.06
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
cfs
--------
21.80
-------
.00
22.30
.00
22.80
.00
23.30
.00
23.80
.00
24.30
.00
24.80
.00
25.30
.00
25.80
.00
26.00
.00
26.30
7.83
26.80
34.12
27.00
47.G8
Tail Water
TW Elev Converge
ft +/-ft
20.00 .000
20.37 .000
20.71 .000
21.03 .000
2'1,-: -30 .000
21.56 .000
21.78 .000
21.96 .000
22.12 .000
22.17 .000
22.54 .000
23.54 .000
24.09 .009
Notes
--------------------------
Computation Messages
HW & TW below Inv.El.=26.000
HW & TW below Inv.E1.=26.000
HW & TW below Inv.El.=26.000
HW & TW below Inv.El.=26.000
HW & TW below Inv.El.=26.000
HW & TW below Inv.El.=26.000
HW & TW below Inv.E1.=26.000
HW & TW below Inv.E1.=26.000
HW & TW below Inv.El.=26.000
H=.00; Htw=.00; Qfree=.00;
H=.30; Htw=.00; Qfree=7.83;
H=.80; Htw=.00; Qfree=34.12;
H=1.00; Htw=.00; Qfree=47.68;
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 10
Page 6.07
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 43.90 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
Notes
----------------
WS Elev.
---------------
Q TW Elev
Converge
--------------------------
ft
--------
cfs ft
------- --------
+/-ft
-----
Computation
--------------------------
Messages
21.80
.00 20.00
.000
Upstream HW & DNstream TW < Inv.El
22.30
.92 20.37
.000
CRIT.DEPTH­CONTROL
Vh-
.114ft
Dcr=
.329ft
22.80
3.42 20.71
.000
CRIT.DEPTH
CONTROL
Vh=
.235ft
Dcr=
.647ft
23.30
7.14 21.03
.000
CRIT.DEPTH
CONTROL
Vh=
.368ft
Dcr=
.949ft
23.80
11.63 21.30
.000
CRIT.DEPTH
CONTROL
Vh=
.517ft
Dcr=
1.225ft
24.30
16.42 21.56
.000
CRIT.DEPTH
CONTROL
Vh=
.G93ft
Dcr=
1.461ft
24.80
21.08 21.78
.000
CRIT.DEPTH
CONTROL
Vh=
.904ft
Dcr=
1.644ft
25.30
25.33 21.96
.000
CRIT.DEPTH
CONTROL
Vh=
1.153ft
Dcr=
1.770ft
25.80
29.13 22.12
.000
CRIT.DEPTH
CONTROL
Vh=
1.434ft
Dcr=
1.849ft
26.00
30.54 22.17
.000
CRIT.DEPTH
CONTROL
Vh=
1.553ft
Dcr=
1.871ft
26.30
32.17 22.54
.000
INLET CONTROL... Submerged: HW
=4.50
26.80
32.22 23.54
.000
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
FULL FLOW...Lfull=30.03ft Vh=1.635ft HL=3.263ft
27.00 30.44 24.09 .009
FULL FLOW ... Lfull=30.03ft Vh=1.459ft HL=2.913ft
S/N: C2170506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.08
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 7.00 ft
Increment = .50 ft
Max. Elev.= 20.00 ft
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Structure
Culvert -Circular
Weir -Rectangular
Culvert -Circular
Orifice -Circular
Culvert -Circular
TW SETUP, DS Channel
No. Outfall El, ft
----------
TW 13.500
-> TW 18.500
---> TW 12.500
---> TW 7.000
---> TW 15.000
E2, ft
20.000
20.000
20.000
20.000
20.000
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.09
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
=
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 2
L o GA-f},yp �a
Barrel Diameter
= 3.0000
ft
EXIS/1Y6—
Upstream Invert
= 13.50
ft
Dnstream Invert.
= 13.00
ft
Hor i z. Length
= 30.00
ft
Barrel Length
= 30.00
ft
Barrel Slope
= .01667
ft/ft
OUTLET CONTROL DATA...
Mannings n = 0150
Ke =5000
Kb = .009623
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.127
T2 ratio (HW/D) =
1.199
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 16.88 ft ---> Flow = 42.85 cfs
At T2 Elev = 17.10 ft ---> Flow = 48.97 cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.10
E
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Weir -Rectangular
i------------------------------------
# of Openings = 1
1 Crest Elev. 18.50 ft
Weir Length 25.00 ft
Weir Coeff. = 2.640000
Weir TW effects (Use adjustment equation)
CA I 6"n
L0 C4MS)
hCOF gJQ S j1/JCr
-DiS
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

I
Type.... Outlet Input Data
Name.... PR 20
Page 6.11
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------------
= Culvert -Circular
--
No. Barrels
= 2
IYr'
Barrel Diameter
= 4.0000
ft
Upstream Invert
Dnstream Invert
= 12.50
= 11.50
ft
ft
�ISG�I
Horiz. Length
= 30.00
ft
�T
Barrel Length
= 30.02
ft
(�Jt
Barrel Slope
= .03333
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0150
Ke = .5000 (forward entrance loss)
Kb = 006557 (per ft--of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence .001 +/- ft
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.119
T2 ratio (HW/D) =
1.191
Slope Factor =
-.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 16.98 ft ---> Flow = 87.96 cfs
At T2 Elev = 17.26 ft ---> Flow = 100.53 cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Outlet Input Data
Name.... PR 20
Page 6.12
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Orifice -Circular
# of Openings = 3
Invert Elev. = 7.00 ft
Diameter = .4375 ft
Orifice Coeff. _ .632
Structure ID
Structure Type = Culvert -Circular
No. Barrels =
1
Barrel Diameter =
2. 0900-
f t-
Upstream Invert =
15.00
ft
Dnstream Invert =
14.70
ft
Horiz. Length =
100.00
ft
Barrel Length =
100.00
ft
Barrel Slope =
.00300
ft/ft
OUTLET CONTROL DATA.
Mannings n = .0150
Ke = .5000 (forward entrance loss)
Kb = .016523 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA_
Equation form = 1
E Inlet Control K = .0078
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.134
C T2 ratio (HW/D) = 1.206
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
i Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 17.27 ft - -> Flow = 15.55 cfs
At T2 Elev = 17.41 ft ---> Flow = 17.77 cfs
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

{
J Type.... Outlet Input Data Page 6.13
Name.... PR 20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
i
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
i/F777nCJ06A87 Talbert « Bright <fvJ/f
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.14
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
i
Mannings open channel maximum capacity: 80.27 cfs
G
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
NUMBER OF BARRELS = 2
EACH FLOW = SUM OF BARRELS
x FLOW FOR ONE
BARREL
WS Elev,Device Q Tail Water
----------------
Notes
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- -----
7.00
--------------------------
.00 Free Outfall
ay
Upstream HW & DNstream TW
< Inv.El
7.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.E1
8.00
.00 Free Outfall
X! ST1
Upstream HW & DNstream TW
< Inv.El
�j IsC.N Jilt-6'C�
8.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
9.00
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.E1
9.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
10.00
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
10.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
11.00
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
11.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
12.00
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
12.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
13.00
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
13.50
.00 Free Outfall
Upstream HW & DNstream TW
< Inv.El
14.00
2.28 Free Outfall
CRIT.DEPTH CONTROL Vh= .113ft Dcr= .330ft
CRIT.DEPTH
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.15
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 80.27 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
NUMBER OF BARRELS = 2
EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL
WS Elev,Device Q Tail Water
Notes
----------------
WS Elev.
---------------
Q TW Elev Converge
--------------------------
ft
--------
cfs ft +/-ft
------- -------- -----
Computation
Messages
14.50
8.77 Free Outfall
--------------------------
--
CRIT.DEPTH CONTROL
Vh=
.230ft
Dcr=
.655ft
15.00
18.89 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.353ft
Dcr=
.971ft
15.50
31.92 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.483ft
Dcr=
1.276ft
16.00
47.22 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.622ft
Dcr=
1.566ft
16-50
64.05 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.775ft
Dcr=
1.836ft
17.00
81.69 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.946ft
Dcr=
2.081ft
17.50
99.21 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.138ft
Dcr=
2.293ft
18.00
116.15 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.355ft
Dcr=
2.467ft
18.50
132.07 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.598ft
Dcr=
2.601ft
19.00
146.87 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.865ft
Dcr=
2.701ft
19.50
161.16 Free Outfall
BACKWATER CONTROL..
Vh=
2.112ft
hwDi=
2.832ft
20.00
171.66 Free Outfall
INLET CONTROL... Submerged: HW
=6.50
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
Lbw= 30.Oft
5/kk%': C21705506A87 Tial'u'er t & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.16
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
Tait Water
Notes
WS Elev.
Q
TW Elev Converge
---
ft
--------
cfs
-------
ft +/-ft
-------- -----
Computation
Messages
7.00
.00
Free
Outfall
--------------------------
HW
&
TW
below
Inv.E1.=18.500
7.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
8.00
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
8.50
.00
Free
Outfall
HW
&
TW
below
Inv.El..=18.500
9.00
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
9.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
10.00
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
10.50
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
11.00
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
11.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
12.00
.00
Free
Outfall
HW
&
TW
below
Inv.Et.=18.500
12.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
13.00
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
13.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
14.00
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
14.50
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
15.00
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
15.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
16.00
.00
Free
Outfall
HW
&
TW
below
Inv.Et.=18.500
16.50
.00
Free
Outfall
HW
&
TW
below
Inv.El.=18.500
17.00
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
17.50
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
18.00
.00
Free
Outfall
HW
&
TW
below
Inv.E1.=18.500
18.50
.00
Free
Outfall
H=.00;
Htw=.00; Qfree=.00;
19.00
23.33
Free
Outfall
H=.50;
Htw=.00; Qfree=23.33;
19.50
66.00
Free
Outfall
H=1.00;
Htw=.00; Qfree=66.00;
20.00
121.25
Free
Outfall
H=1.50;
Htw=.00; Qfree=121.25;
64eyZkt l
5?(LA.W11
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.17
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 244.48 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
NUMBER OF BARRELS = 2
EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
7.00 .00 Free Outfall
Upstream HW & DNstream TW < Inv.El
7.50
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
8.00
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
8.50
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
9.00
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
9.50
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
10.00
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
10.50
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
11.00
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
11.50
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
12.00
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
12.50
.00 Free Outfall
Upstream HW & DNstream
TW
<
Inv.El
13.00
2.66 Free Outfall
CRIT.DEPTH CONTROL Vh= .112ft Dcr= .331ft CRIT.DEPTH
13.50 10.34 Free Outfall
CRIT.DEPTH CONTROL Vh= .228ft Dcr= .658ft CRIT.DEPTH
14.00 22.53 Free Outfall
CRIT.DEPTH CONTROL Vh= .347ft Dcr= .979ft CRIT.DEPTH
S/N: C2i705506A0^7 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.18
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 244.48 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
NUMBER OF BARRELS = 2
EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL
WS Elev,Device Q Tail Water
----------------
Notes
WS Elev.
---------------
Q TW Elev Converge
--------------------------
ft
--------
cfs ft +/-ft
------- -------- -----
Computation
Messages
14.50
38.75 Free Outfall
----------=---------------
CRIT.DEPTH CONTROL
Vh=
.470ft
Dcr=
1.295ft
CRIT.DEPTH
15.00
58.38 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.599ft
Dcr=
1.601ft
CRIT.DEPTH
15.50
80.79 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.735ft
Dcr=
1.897ft
CRIT.DEPTH
16.00
105.37 Free Outfall
CRIT.DEPTH CONTROL
Vh=
.879ft
Dcr=
2.181ft
CRIT.DEPTH
16.50
131.59 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.034ft
Dcr=
2.449ft
CRIT.DEPTH
17.00
158.54 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.202ft
Dcr=
2.697ft
CRIT.DEPTH
17.50
185.71 Free Outfall
CR.T.T.DEPTH CONTROL
Vh=
1.385ft
Dcr=
2.922ft
CRIT.DEPTH
18.00
212.54 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.587ft
Dcr=
3.120ft
CRIT.DEPTH
18.50
238.45 Free Outfall
CRIT.DEPTH CONTROL
Vh=
1.807ft
Dcr=
3.289ft
CRIT.DEPTH
19.00
263.24 Free Outfall
CRIT.DEPTH CONTROL
Vh=
2.048ft
Dcr=
3.429ft
CRIT.DEPTH
19.50
286.67 Free Outfall
CRIT.DEPTH CONTROL
Vh=
2.307ft
Dcr=
3.541ft
CRIT.DEPTH
20.00
308.81 Free Outfall
CRIT.DEPTH CONTROL
Vh=
2.581ft
Dcr=
3.629ft
CRIT.DEPTH
S/N: C21705506Ao^7 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.19
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
NUMBER OF OPENINGS = 3
EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING
WS Elev,Device Q
WS Elev.
Q
ft
cfs
7.00
.00
7.50
1.21
8.00
2.02
8.50
2.59
9.00
3.05
9.50
3.45
10.00
3.81
10.,_50
4.14
11.00
4.45
11.50
4.73
12.00
5.00
12.50
5.25
13.00
5.50
13.50
5.73
14.00
5.95
14.50
6.17
15.00
6.38
15.50
6.58
16.00
6.78
16.50
6.97
17.00
7.15
17.50
7.33
18.00
7.51
18.50
7.68
19.00
7.85
19.50
8.01
20.00
8.17
Tail Water
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
--------------------------
Computation Messages
Upstream HW & DNstream TW < Inv.El
H =.28
H =.78
H =1.28
H =1.78
H =2.28
H =2.78
bj ck-fl PT-
H =3.28
Excsn
H =3.78
H =4. 28
! SC." ke&15,
H =4.78
H =5.28
PV,,.-rr
H =5.78
H =6.28
H =6.78
H =7.28
H =7.78
H =8.28
H =8.78
H =9.28
H =9.78
H =10.28
H =10.78
H =11.28
H =11.78
H =12.28
H =12.78
S %-I /U 506r%87 Talbert & oright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 11.55 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- -------------------------------
7.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
7.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
8.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
8.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
9.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
9.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
10.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
10.50
00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
11.00
..00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
11.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
12.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
12.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
13.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
13.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
14.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.E1
14.50
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
15.00
.00 Free Outfall
Upstream HW & DNstream
TW
< Inv.El
S/N: C21705506A87 Talbert & BrighL
PondPack Ver: 7.0 (325) Compute Time: 14:47:22
EK f S"Fttj (f S GH
pot /4T- 1�f�
Date: 08-20-2004

Type.... Individual Outlet Curves
Name.... PR 20
Page 6.21
File.... J:\3301 (WILMINGTUN)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
i
Mannings open channel maximum capacity:
11.55 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device
Q Tail Water Notes
----------------
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- ----=
15.50
--------------------------
.93 Free Outfall
BACKWATER CONTROL.. Vh= .068ft hwDi=
.398ft Lbw=
100.Oft
16.00
3.49 Free Outfall
BACKWATER CONTROL.. Vh= .146ft hwDi=
.782ft Lbw=
10a.Oft
16.50
7.18 Free Outfall
BACKWATER CONTROL.. Vh= .219ft hwDi=
1.171ft Lbw=
100.Oft
17.00
11.38 Free Outfall
BACKWATER CONTROL.. Vh= .290ft hwDi=
1.564ft Lbw=
100.Oft
17.50
15.22 Free Outfall
BACKWATER CONTROL.. Vh= .371ft hwDi=
1.944ft Lbw=
100.Oft
18.00
17.76 Free Outfall
FULL FLOW...Lfull=49.25ft Vh=.496ft
HL=1.149ft
18.50
20.06 Free Outfall
FULL FLOW...Lfull=73.70ft Vh=.633ft
HL=1.721ft
19.00
22.20 Free Outfall
FULL FLOW...Lfull=85.15ft Vh=.776ft
HL=2.255ft
19.50
24.24 Free Outfall
FULL FLOW...Lfull=90.55ft Vh=.925ft
HL=2.771ft
20.00
26.14 Free Outfall
FULL FLOW ... Lfull=93.90ft Vh=1.076ft
HL=3.282ft
S/ : C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Composite Rating Curve
Name.... PR 20
Page 6.22
File.... K \3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
DVS Elev,
Total Q
Notes
----------------
--------
Converge -------------------------
Elev.
Q
TW Elev Error
ft
--------
cfs
-------
ft +/-ft Contributing Structures
7.00
.00
--------
Free
----- --------------------------
Outfall None contributing
7.50
1.21
Free
Outfall
8.00
2.02
Free
Outfall
8.50
2.59
Free
Outfall
9.00
3.05
Free
Outfall
9.50
3.45
Free
Outfall
10.00
3.81
Free
Outfall
10.50
4.14
Free
Outfall
11.00
4.45
Free
Outfall
11.50
4.73
Free
Outfall
12.00
5.00
Free
Outfall
12.50
5.25
Free
Outfall
13.00
8.16
Free
Outfall
13.50
16.07
Free
Outfall
14.00
30.76
Free
Outfall
14.50
53.69
Free
Outfall
15.00
83.65
Free
Outfall
15.50
120.23
Free
Outfall
16.00
162.86
Free
Outfall
16.50
209.79
Free
Outfall
17.00
258.76
Free
Outfall
17.50
307.47
Free
Outfall
18.00
353.95.
Free
Outfall
18.50
398.26
Free
Outfall
19.00
463.49
Free
Outfall
19.50
546.09
Free
Outfall
20.00
636.03
Free
Outfall
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond E-V-Q Table Page 7.01
Name.... P 10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
LEVEL POOL ROUTING DATA
HYG Dir =
J:\3301 (WILMINGTON)\0305
MASTER DRAINAGE PLAN\
Inflow HYG file =
NONE STORED - P 10
IN
100yr
Outflow HYG file =
NONE STORED - P 10
OUT
100yr
Pond Node Data =
P 10
Pond Volume Data =
P 10
Pond Outlet Data =
PR 10
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev
= 21.80
ft
Starting Volume
= .000
ac-ft
Starting Outflow
= .00
cfs
Starting Infiltr.
_ .00
cfs
Starting Total Qout= .00
cfs
Time.Inc:rement
= .0500
hrs
Elevation Outflow
Storage
Area Infilt.
Q Total
2S/t + 0
ft cfs
ac-ft
sq.ft
cfs
cfs
cfs
21.80 .00
.000
0
.00
------------------------
.00
.00
22.30 .92
.142
26366
.00
.92
69.63
22.80 3.42
.657
66475
.00
3.42
321.60
23.30 7.14
1.738
124807
.00
7.14
848.22
23.80 11.63
3.592
201361
.00
11.63
1750.30
24.30 16.42
6.304
258699
.00
16.42
3067.75
24.80 21.08
9.490
296819
.00
21.08
4614.30
25.30 25.33
13.128
337556
.00
25.33
6379.50
25-80 29.13
17.249
380913
.00
29.13
8377.83
26.00 30.54
19.040
398989
.00
30.54
9245.72
26.30 40.01
21.907
433976
.00
40.01
10643.05
26.80 66.34
27.238
495555
.00
66.34
13249.52
27.00 78.12
29.572
521330
.00
78.12
14391.06
S/N: C21705506A87 Talbert & Bright
PondPack \per: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.02
Name.... P 10 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 1" Eq
Outflow HYG file = NONE STORED - P 10 OUT 1" Eq
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 10
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
21.80
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
5tar-tirrg
Total Qo-ut=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
8.46
cfs at 12.6000 hrs
Peak
-----------------------------------------------------
Outflow =
2.60
cfs at 13.7000 hrs
Peak
Elevation =
22.64
ft
Peak
Storage =
.435
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 1.523
- Infiltration = .000
- HYG Vol OUT = 1.523
Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.030% of Inflow Volume)
5/114: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.03
Name.... P 10 OUT Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 100yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 100yr
Outflow HYG file = NONE STORED - P 10 OUT 100yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 10
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
21.80
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
I:nfiltr. =
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 179.88
cfs at 12.5000 hrs
Peak
Outflow
= 26.81
cfs at 14.1000 hrs
-----------------------------------------------------
Peak
Elevation
= 25.49
ft
Peak
Storage =
14.672
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 27.843
- Infiltration = .000
- HYG Vol OUT = 27.843
Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.002% of Inflow Volume)
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.04
Name.... P 10 OUT Tag: 10yr Event: 10 yr
File.... JK3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 10yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = K \3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 10yr
Outflow HYG file = NONE STORED - P 10 OUT 10yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 10
No Infiltration
INITIAL CONDITIONS
Starting WS Elev =
21.80
ft
Starting Volume =
.000
ac-ft
Starting Outflow =
.00
cfs
Starting Infiltr. _
.00
cfs
Starttag Total Q.aut=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =
112.30
cfs at 12.5000 hrs
Peak Outflow =
19.66
cfs at 13.9000 hrs
-----------------------------------------------------
Peak Elevation =
24.65
It
Peak Storage =
8.475
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 17.151
- Infiltration = .000
- HYG Vol OUT = 17.150
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.003% of Inflow Volume)
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.05
Name.... P 10 OUT Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION 50UTH.PPW
Storm... TypeIII 24hr Tag: 25yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 25yr
Outflow HYG file = NONE STORED - P 10 OUT 25yr
Pond Node Data = P 10
Pond Volume Data = P 10
Pond Outlet Data = PR 10
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev =
21.80
ft
Starting Volume =
.000
ac-ft
Starting Outflow =
.00
cfs
Starting Infiltr. _
.00
cfs
Starting Total Qat<t----
--.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 135.88
cfs at 12.5000 hrs
Peak
Outflow
= 22.40
cfs at 13.9500 hrs
-----------------------------------------------------
Peak
Elevation
= 24.96
ft
Peak
Storage =
10.570
ac-ft
MA55 BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 20.840
- Infiltration = .000
- HYG Vol OUT = 20.839
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.002% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004
'er...W-.

Type.... Pond Routing Summary Page 7.06
Name.... P 10 OUT Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 2yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 10 IN 2yr
Outflow HYG file = NONE STORED - P 10 OUT 2yr
j Pond Node Data = P 10
Pond Volume Data = P 10
fr Pond Outlet Data = PR 10
` No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 21.80 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Totil-Qout�wz� .00-cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
57.53
cfs at 12.5000 hrs
Peak
Outflow =
12.27
cfs at 13.7500 hrs
------------------------------------------------------
Peak
Elevation =
23.87
ft
Peak
Storage =
3.908
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 8.788
- Infiltration = .000
- HYG Vol OUT = 8.787
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.005% of Inflow Volume)
S/Nv C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

r
Type.... Pond E-V-Q Table Page 7.07
Name.... P 20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
LEVEL POOL ROUTING DATA
I HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 100yr
Outflow HYG file = NONE STORED - P 20 OUT 100yr
Pond Node Data = P 20
Pond Volume Data = P 20
Pond Outlet Data = PR 20
No Infiltration
INITIAL
CONDITIONS
----------------------------------
Starting
WS Elev
= 7.00
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout=
.00
cfs
Time Increment: -.
_ .0500
Lhrs "
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + 0
ft
------------------------------------------------------------------------------
cfs
ac-ft
sq.ft
cfs
cfs
cfs
7.00
.00
.000
0
.00
.00
.00
7.50
1.21
.007
1750
.00
1.21
4.45
8.00
2.02
.054
7000
.00
2.02
27.95
8.50
2.59
.156
11042
.00
2.59
78.20
9.00
3.05
.311
16000
.00
3.05
153.36
9.50
3.45
.525
21583
.00
3.45
257.77
10.00
3.81
.809
28000
.00
3.81
395.48
10.50
4.14
1.178
36354
.00
4.14
574.06
11.00
4.45
3.360
382445
.00
4.45
1630.88
11.50
4.73
8.307
481402
.00
4.73
4025.47
12.00
5.00
14.455
591733
.00
5.00
7001.41
12.50
5.25
21.349
609483
.00
5.25
10338.25
13.00
8.16
28.448
627496
.00
8.16
13777.09
13.50
16.07
35.713
638340
.00
16.07
17301.16
14.00
30.76
43.103
G49276
.00
30.76
20892.53
14.50
53.69
50.618
660150
.00
53.69
24552.71
15.00
83.65
58.258
671114
.00
83.65
28280.58
15.50
120.23
66.024
682019
.00
120.23
32075.82
16.00
162.86
73.915
693012
.00
162.86
35937.94
16.50
209.79
81.933
703947
.00
209.79
39865.27
17.00
258.76
90.076
714967
.00
258.76
43855.63
17.50
307.47
98.346
725933
.00
307.47
47906.80
18.00
353.95
106.742
736982
.00
353.95
52016.90
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond E-V-Q Table Page 7.08
Name.... P 20
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 100yr
Outflow HYG file = NONE STORED - P 20 OUT 100yr
Pond Node Data = P 20
Pond Volume Data = P 20
Pond Outlet Data = PR 20
No Infiltration
INITIAL
CONDITIONS
c----------------------------------
Starting
WS Elev
= 7.00
ft
Starting
Volume
= .000
ac-ft
Starting
Outflow
= .00
cfs
Starting
Infiltr.
_ .00
cfs
Starting
Total Qout.= .00
cfs
Time 'Increment ° 05-Oa•
.hrs, --
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + 0
ft
_-----------------------------------------------------------------------------
cfs
ac-ft
sq.ft
cfs
cfs
cfs
18.50
398.26
115.264
747977
.00
398.26
56186.05
19.00
463.49
123.913
759054
.00
463.49
60437.44
19.50
546.09
132.689
770080
.00
546.09
64767.60
20.00
636.03
141.592
781186
.00
636.03
69166.58
SJIN: C2170550GA007 Talbert & BrighL
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.09
Name.... P 20 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 1" Eq
Outflow HYG file = NONE STORED - P 20 OUT 1" Eq
Pond Node Data = P 20
Pond Volume Data = P 20
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 7.00 ft
Starting Volume = .000 ac-ft
I Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout—& = .00- is
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 92.70 cfs at 12.7000 hrs
Peak Outflow = 4.92 cfs at 20.7000 hrs
-----------------------------------------------------
Peak Elevation 11.86 ft
Peak Storage = 12.551 ac-ft
! MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 17.969
- Infiltration = .000
- HYG Vol OUT = 17.969
- Retained Vol = .000
i----------
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
i
i
Si iv: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routed HYG (total out) Page 7.10
Name.... P 20 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = P 20 OUT
HYG Tag = 1" Eq
-----------------------------------
Peak Discharge = 4.92 cfs
Time to Peak = 20.7000 hrs
HYG Volume = 17.969 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
--------- --------------------------------------------------------------
Time on left represents
time for
first value
in each row.
9.5000
.00
.00
.00
.00
.01
9.7500
.01
.02
.03
.04
.06
10.0000
.09
.12
.16
.20
.25
10.2500
.30
.43
.51
.59
10.5000
.68
.77
.87
.98
1.10
10.7500
1.21
1.23
1.25
1.29
1.33
<i
CZME--)
1.44
1.50
1.58
1.66
11.2500
135
1.85
1.96
2.04
2.08
11.5000
2.13
2.19
2.25
2.33
2.41
11.7500
2.51
2.61
2.69
2.78
2.90
12.0000
3.05
3.17
3.33
3.50
3.67
12.2500
3.85
4.03
4.16
4.19
4.23
12.5000
4.28
4.32
4.37
4.42
4.46
12.7500
4.48
4.50
4.52
4.54
4.56
13.0000
4.57
4.59
4.60
4.62
4.63
13.2500
4.64
4.66
4.67
4.68
4.69
13.5000
4.69
4.70
4.71
4.72
4.72
13.7500
4.73
4.74
4.74
4.74
4.75
14.0000
4.75
4.76
4.76
4.76
4.77
14.2500
4.77
4.77
4.78
4.78
4.78
14.5000
4.79
4.79
4.79
4.80
4.80
14.7500
4.80
4.80
4.81
4.81
4.81
15.0000
4.81
4.82
4.82
4.82
4.82
15.2500
4.83
4.83
4.83
4.83
4.83
15.5000
4.84
4.84
4.84
4.84
4.84
15.7500 j
4.85
4.85
4.85
4.85
4.85
16.0000
4.86
4.86
4.86
4.86
4.86
16.2500
4.86
4.86
4.87
4.87
4.87
16.5000
4.87
4.87
4.87
4.87
4.88
16.7500
4.88
4.88
4.88
4.88
4.88
17.0000
4.88
4.88
4.88
4.89
4.89
17.2500
4.89
4.89
4.89
4.89
4.89
17.5000
4.89
4.89
4.89
4.89
4.90
SIN: C21705506AS7 Talbert Sc Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routed HYG (total out) Page 7.11
Name.... P 20 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
--------- --------------------------------------------------------------
Time on
left represents
time for
first value
in each row_
17.7500 1
4.90
4.90
4.90
4.90
4.90
18.0000
4.90
4.90
4.90
4.90
4.90
18.2500
4.90
4.90
4.90
4.90
4.91
18.5000
4.91
4.91
4.91
4.91
4.91
18.7500
4.91
4.91
4.91
4.91
4.91
19.0000
4.91
4.91
4.91
4.91
4.91
19.2500
4.91
4.91
4.91
4.91
4.91
19.5000
4.91
4.91
4.91
4.91
4.92
19.7500
4.92
4.92
4.92
4.92
4.92
20.0000
4.92
4.92
4.92
4.92
4.92
20.2500
4.92
4.92
4.92
4.92
4.92
20.5000
4.92
4.92
4.92
4.92
4.92
20.7500
4.92
4.92
4.92
4.92
4.92
21.0000
4.92
4.92
4.92
4.92
4.92
21.2500
4'.92
4.92
4:-92
4.92
4.92
21.5000
4.92
4.92
4.92
4.92
4.92
21.7500
4.92
4.92
4.92
4.92
4.92
22.0000
4.92
4.92
4.92
4.92
4.92
22.2500
4.92
4.92
4.92
4.92
4.92
22.5000
4.92
4.92
4.92
4.92
4.92
22.7500 1
4.92
4.92
4.92
4.92
4.92
23.0000
4.92
4.92
4.92
4.92
4.92
23-2500
4.92
4.92
4.92
4.92
4.92
23.5000
4.92
4.92
4.92
4.92
4.92
23.7500
4.92
4.92
4.92
4.92
4.92
24.0000
4.92
4.92
4.92
4.92
4.92
24.2500
4.92
4.92
4.92
4.92
4.92
24.5000 1
4.92
4.92
4.92
4.92
4.92
24.7500
4.91
4.91
4.91
4.91
4.91
25.0000
4.91
4.91
4.91
4.91
4.91
25.2500
4.91
4.91
4.91
4.91
4.90
25.5000
4.90
4.90
4.90
4.90
.4.90
25.7500
4.90
4.90
4.90
4.90
4.90
26.0000
4.90
4.90
4.89
4.89
4.89
26.2500
4.89
4.89
4.89
4.89
4.89
26.5000
4.89
4.89
4.89
4.89
4.88
26.7500
4.88
4.88
4.88
4.88
4.88
27.0000
4.88
4.88
4.88
4.88
4.88
27.2500
4.88
4.87
4.87
4.87
4.87
27.5000
4.87
4.87
4.87
4.87
4.87
27.7500
4.87
4.87
4.87
4.86
4.86
28.0000
4.86
4.86
4.86
4.86
4.86
28.2500
4.86
4.86
4.86
4.86
4.86
28.5000
4.85
4.85
4.85
4.85
4.85
28.7500
4.85
4.85
4.85
4.85
4.85
29.0000
4.85
4.84
4.84
4.84
4.84
29.2500 1
4.84
4.84
4.84.
4.84
4.84
S/PS: C21705 0GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routed HYG (total out) Page 7.12
Name.... P 20 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time [ Output Time increment = .0500 hrs
hrs [ Time on left represents time for first value in each row.
29.5000 [
4.84
4.84
4.84
4.83
4.83
29.7500 [
4.83
4.83
4.83
4.83
4.83
30.0000 [
4.83
4.83
4.83
4.83
4.82
30.2500 [
4.82
4.82
4.82
4.82
4.82
30.5000 [
4.82
4.82
4.82
4.82
4.82
30.7500 (
4.82
4.81
4.81
4.81
4.81
31.0000 [
4.81
4.81
4.81
4.81
4.81
31.2500 [
4.81
4.81
4.80
4.80
4.80
31.5000 [
4.80
4.80
4.80
4.80
4.80
31.7500 [
4.80
4.80
4.80
4.80
4.79
32.0000 [
4.79
4.79
4.79
4.79
4.79
32.2500 [
4.79
4.79
4.79
4.79
4.79
32.5000 [
4.79
4.78
4.78
4.78
4.78
32.7500 [
4.78
4:78-
4:78
4.78
4.78
33.0000 [
4.78
4.78
4.77
4.77
4.77
33.2500 [
4.77
4.77
4.77
4.77
4.77
33.5000 [
4.77
4.77
4.77
4.77
4.76
33.7500 [
4.76
4.76
4.76
4.76
4.76
34.0000 [
4.76
4.76
4.76
4.76
4.76
34.2500 [
4.76
4.75
4.75
4.75
4.75
34.5000 [
4.75
4.75
4.75
4.75
4.75
34.7500 [
4.75
4.75
4.74
4.74
4.74
35.0000 [
4.74
4.74
4.74
4..74
4.74
35.2500 [
4.74
4.74
4.74
4.74
4.73
35.5000 [
4.73
4.73
4.73
4.73
4.73
35.7500 [
4.73
4.73
4.73
4.73
4.72
36.0000 [
4.72
4.72
4.72
4.72
4.72
36.2500 [
4.72
4.72
4.72
4.71
4.71
36.5000 [
4.71
4.71
4.71
4.71
4.71
36.7500 [
4.71
4.71
4.70
4.70
4.70
37.0000 [
4.70
4.70
4.70
4.70
4.70
37.2500 [
4.70
4.69
4.69
4.69
4.69
37.5000 [
4.69
4.69
4.69
4.69
4.69
37.7500 [
4.68
4.68
4.68
4.68
4.68
38.0000 [
4.68
4.68
4.68
4.68
4.67
38.2500 [
4.67
4.67
4.67
4.67
4.67
38.5000 [
4.67
4.67
4.67
4.66
4.66
38.7500 [
4.66
4.66
4.66
4.66
4.66
39.0000 [
4.66
4.66
4.65
4.65
4.65
39.2500 [
4.65
4.65
4.65
4.65
4.65
39.5000 [
4.65
4.64
4.64
4.64
4.64
39.7500 [
4.64
4.64
4.64
4.64
4.64
40.0000 [
4.63
4.63
4.63
4.63
4.63
40.2500 [
4.63
4.63
4.63
4.63
4.62
40.5000 [
4.62
4.62
4.62
4.62
4.62
40.7500 [
4.62
4.62
4.62
4.61
4.61
41.0000 [
4.61
4.61
4.61
4.61
4.61
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routed HYG (total out) Page 7.13
Name.... P 20 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time
Output Time
increment = .0500 hrs
hrs Time
--------- --------------------------------------------------------------
on
left represents
time for first
value in
each row.
41.2500
4.61
4.61
4.60
4.60
4.60
41.5000
4.60
4.60
4.60
4.60
4.60
41.7500
4.60
4.59
4.59
4.59
4.59
42.0000
4.59
4.59
4.59
4.59
4.59
42.2500
4.58
4.58
4.58
4.58
4.58
42.5000
4.58
4.58
4.58
4.58
4.58
42.7500
4.57
4.57
4.57
4.57
4.57
43.0000
4.57
4.57
4.57
4.57
4.56
43.2500
4.56
4.56
4.56
4.56
4.56
43.5000
4.56
4.56
4.56
4.55
4.55
43.7500
4.55
4.55
4.55
4.55
4.55
44.0000
4.55
4.55
4.54
4.54
4.54
44.2500
4.54
4.54
4.54
4.54
4.54
44.5000
4.54
4.53
4.53
4.53
4.53
44.7500
4.53
4.53!
4.53%.
4.53•
4.53
45.0000
4.53
4.52
4.52
4.52
4.52
45.2500
4.52
4.52
4.52
4.52
4.52
45.5000
4.51
4.51
4.51
4.51
4.51
45.7500
4.51
4.51
4.51
4.51
4.50
46.0000
4.50
4.50
4.50
4.50
4.50
46.2500
4.50
4.50
4.50
4.50
4.49
46.5000
4.49
4.49
4.49
4.49
4.49
46.7500
4.49
4.49
4.49
4.48
4.48
47.0000
4.48
4.48
4.48
4.48
4.48
47.2500
4.48
4.48
4.47
4.47
4.47
47.5000
4.47
4.47
4.47
4.47
4.47
47.7500
4.47
4.47
4.46
4.46
4.46
48.0000
4.46
4.46
4.46
4.46
4.46
48.2500
4.46
4.45
4.45
4.45
4.45
48.5000
4.45
4.45
4.45
4.45
4.45
48.7500
4.44
4.44
4.44
4.44
4.43
49.0000
4.43
4.43
4.43
4.42
4.42
49.2500
4.42
4.42
4.41
4.41
4.41
49.5000
4.41
4.40
4.40
4.40
4.40
49.7500
4.39
4.39
4.39
4.39
4.38
50.0000
4.38
4.38
4.38
4.37
4.37
50.2500
4.37
4.37
4.36
4.36
4.36
50.5000
4.36
4.35
4.35
4.35
4.35
50.7500
4.34
4.34
4.34
4.34
4.33
51.0000
4.33
4.33
4.33
4.32
4.32
51.2500
4.32
4.32
4.31
4.31
4.31
51.5000
4.31
4.30
4.30
4.30
4.30
51.7500
4.29
4.29
4.29
4.29
4.28
52.0000 .�
4.28
4.28
4.28
4.27
4.27
52.2500
4.27
4.27
4.26
4.26
4.26
52.5000
4.26
4.25
4.25
4.25
4.25
52.7500
4-24
4.24
4.24
4.24
4.23
S/N: C21705506A87
Talbert & Bright
PondPack Ver: 7.0
(325)
Compute
Time: 14:47:22
Date:
08-20-2004

Type.... Pond Routed HYG (total out) Page 7.14
Name.... P 20 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
---------I--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
53.0000 j
4.23
4.23
4.23
4.22
4.22
53.2500
4.22
4.22
4.21
4.21
4.21
53.5000
4.21
4.21
4.20
4.20
4.20
53.7500
4.20
4.19
4.19
4.19
4.19
54.0000
4.18
4.18
4.18
4.18
4.17
54.2500
4.17
4.17
4.17
4.16
4.16
54.5000
4.16
4.16
4.15
4.15
4.15
54.7500
4.15
4.14
4.14
4.13
4.12
55.0000
4.10
4.09
4.07
4.06
4.04
55.2500
4.03
4.01
4.00
3.98
3.97
55.5000
3.95
3.94
3.92
3.91
3.90
55.7500
3.88
3.87
3.85
3.84
3.82
56.0000
3.81
3.79
3.77
3.75
3.73
56.2500
3.71
3.69
3.67
3.65
3.63
56.5000
3.61
3.60
3.58,
3.56-
3.54
56.7500
3.52
3.50
3.48
3.47
3.45
57.0000
3.42
3.39
3.37
3.34
3.31
57.2500
3.29
3.26
3.24
3.21
3.19
57.5000
3.16
3.14
3.12
3.09
3.07
57.7500
3.04
3.00
2.97
2.93
2.89
58.0000
2.86
2.82
2.79
2.75
2.72
58.2500
2.69
2.65
2.62
2.59
2.53
58.5000
2.47
2.42
2.36
2.31
2.2G
58.7500
2.21
2.16
2.11
2.06
2.00
1.73
1.61
1.50
1.40
59.2500
1.30
1.21
.55
.25
.11
59.5000
.05
.02
.01
.00
.00
5lo
'� DRAT %1M,5'
S{N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.15
Name.... P 20 OUT Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 100yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 100yr
Outflow HYG file = NONE STORED - P 20 OUT 100yr
Pond Node Data = P 20
Pond Volume Data = P 20
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
7.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total' Qout=
.00
cfs -
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 1086.06
cfs at 12.6000-hrs
Peak
-----------------------------------------------------
Outflow
= 337.31
cfs at 13.6000 hrs
Peak
Elevation
= 17.82
ft
Peak
Storage =
103.721
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 219.761
Infiltration = .000
HYG Vol OUT = 218.059
Retained Vol = 1.281
Unrouted Vol = -.422 ac-ft (.192% of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
SiN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.16
Name.... P 20 OUT Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 10yr
I
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 10yr
Outflow HYG file = NONE STORED - P 20 OUT 10yr
! Pond Node Data = P 20
Pond Volume Data = P 20
,1 Pond Outlet Data = PR 20
` No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 7.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 712.83
cfs at 12.6000 hrs
Peak
Outflow
= 157.58
cfs at 14.0500 hrs
Peak
Elevation
= 15.94
ft
Peak
Storage =
72.931
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 140.978
- Infiltration = .000
- HYG Vol OUT = 140.386
- Retained Vol = .585
Unrouted Vol = -.007 ac-ft (.005% of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
SiN: C H705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.17
Name.... P 20 OUT Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 25yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 25yr
Outflow HYG file = NONE STORED - P 20 OUT 25yr
Pond Node Data = P 20
Pond Volume Data = P 20
Pond Outlet Data = PR 20
No Infiltration
INITIAL
i
CONDITIONS
----------------------------------
' Starting
WS Elev =
7.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
=
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 843.86
cfs at 12.6000 hrs
Peak
Outflow
= 220.21
cfs at 13.8000 hrs
Peak
Elevation
— 16.61
fit
Peak
Storage =
83.656
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 168.333
Infiltration = .000
HYG Vol OUT = 167.332
Retained Vol = .989
Unrouted Vol = -.012 ac-ft (.007% of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Type.... Pond Routing Summary Page 7.18
Name.... P 20 OUT Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 2yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 20 IN 2yr
Outflow HYG file = NONE STORED - P 20 OUT 2yr
Pond Node Data = P 20
Pond Volume Data = P 20
Pond Outlet Data = PR 20
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
7.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
OSOO
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =
401.21
cfs at 12.6000 hrs
Peak Outflow =
46.11
cfs at 16.3000 hrs
Peak Elevation =
14.33
ft
Peak Storage =
48.121
ac-ft
MASS BALANCE (ac-ft)
+ Initial Vol =
.000
+ HYG Vol IN =
77.640
- Infiltration =
.000
- HYG Vol OUT =
77.640
- Retained Vol =
.000
Unrouted Vol =
.000 ac-ft (.000% of Outflow Volume)
S/N: C21705506A81 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

Appendix A
A-1
Index of Starting Page Numbers for ID Names
-----
A -----
AREA
A...
3.01,
4.01
AREA
B...
3.03,
4.02
AREA
C...
3.05,
4.03
AREA
D...
3.07,
4.04
AREA
E...
3.09,
4.05
AREA
F...
3.11,
4.06
AREA
G...
3.13,
4.07
AREA
H...
3.15,
4.08
AREA
I...
3.17,
4.09
----- N -----
NHC... 2.01
----- P -----
P 10... 5.01, 7.01, 7.02, 7.03,
7.04, 7.05, 7.06
P 20... 5.02, 7.07, 7.09, 7.10,
7.15, 7.16, 7.17, 7.18, 6.01,
6.06
PR 20... 6.08, 6.14, 6.22
--- W ---
Watershed 1" Eq... 1.01, 1.02, 1.03,
1.04, 1.05
S/N: C20055U6A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22 Date: 08-20-2004

.1
I
. I
.1
i
11

j &7ec-jbib Dll L ice / 77 oAJ 13r-S JN 1O/ , z.
P/
—
Z- 341
23 , / 9
27 f ,�`
2 , 5o
9�5,7-3
v, zs-
''
sTd a -Al Daf4?,� ��c- Via'
SeDe.4ey�lr S� A f S Ae,. Fr r %
OF 1 y qo,✓®r� �'

i

Job File: J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
ILM Stormwater Master Plan Existing Conditions North Area
SlN: C21705506A87 Talbert & Bright
PondPacK Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Table of Contents
i
i
Table of Contents
******************** NETWORK SUMMARIES *********************
Watershed.......
100yr
Executive
Summary
(Nodes) .......... 1.01
Watershed.......
10yr
Executive
Summary
(Nodes) .......... 1.02
Watershed.......
25yr
Executive
Summary
(Nodes) .......... 1.03
Watershed.......
2yr
Executive
Summary
(Nodes) .......... 1.04
****************** DESIGN STORMS SUMMARY *******************
NHC............. Design Storms ........ 2.01
********************** TC CALCULATIONS *********************
SUB 27.......... Tc Calcs ........................... 3.01
SUB 29 30....... Tc Calcs ........................... 3.03
SUB 33 34....... Tc Calcs ........................... 3.05
SUB 35.......... Tc Calcs 3.07
SUB 36.......... Tc Calcs ........................... 3.09
SUB 37.......... Tc Calcs ........................... 3.11
SUB 56.......... Tc Calcs ........................... 3.13
******************** RUNOFF HYDROGRAPHS ********************
SUB 27.......... 100yr
SCS Unit Hyd. Summary .............. 4.01
SIN: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Table of Contents
ii
Table of Contents (continued)
SUB
27..........
10yr
SCS Unit
Hyd.
Summary .......... ...
4.02
SUB
27..........
25yr
SCS Unit
Hyd.
Summary ..............
4.03
SUB
27..........
2yr
t
SCS Unit
Hyd.
Summary ..............
4.04
SUB
29 30.......
100yr
SCS Unit
Hyd.
Summary ..............
4.05
SUB
29 30.......
10yr
SCS Unit
Hyd.
Summary ..............
4.06
SUB
29 30.......
25yr
SCS Unit
Hyd.
Summary ..............
4.07
SUB
29 30.......
2yr
SCS Unit
Hyd.
Summary ..............
4.08
SUB
33 34.......
100yr
SCS Unit
Hyd.
Summary ..............
4.09
SUB
33 34.......
10yr
SCS Unit
Hyd.
Summary ..............
4.10
SUB
33 34.......
25yr
SCS Unit
Hyd.
Summary ..............
4.11
SUB
33 34.......
2yr
SCS Unit
Hyd.
Summary ..............
4.12
SUB
35..........
100yr
SCS Unit
Hyd.
Summary ..............
4.13
SUB
35..........
10yr
SCS Unit
Hyd.
Summary ..............
4.14
SUB
35..........
25yr
SCS Unit
Hyd.
Summary ..............
4.15
SUB
35..........
2yr
SCS Unit
Hyd.
Summary ..............
4.16
SUB
36..........
100yr
SCS Unit
Hyd.
Summary ..............
4.17
SM C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Cate: 08-23-2004

Table of Contents
i i i
Table of Contents (continued)
SUB
36..........
10yr
SCS Unit
Hyd.
Summary ..............
4.18
SUB
36..........
25yr
SCS Unit
Hyd.
Summary ..............
4.19
SUB
36..........
2yr
SCS Unit
Hyd.
Summary ..............
4.20
SUB
37..........
100yr
SCS Unit
Hyd.
Summary ..............
4.21
SUB
37..........
10yr
SCS Unit
Hyd.
Summary ..............
4.22
SUB
37..........
25yr
SCS Unit
Hyd.
Summary ..............
4.23
SUB
37..........
2yr
SCS Unit
Hyd.
Summary ..............
4.24
SUB
56..........
100yr
SCS Unit
Hyd.
Summary ..............
4.25
SUB
56..........
10yr
SCS Unit
Hyd.
Summary ..,...........
4.26
SUB
56..........
25yr
SCS Unit
Hyd.
Summary ..............
4.27
SUB
56..........
2yr
SCS Unit
Hyd.
Summary ..............
4.28
SIN: C27705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 100 yr
File.... 0 \3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name
= 100yr
Description: New Hanover
--------------------------------------------------------------------
County
Rainfall Curve Data
Data Type, File, ID
= Synthetic
Storm
SCSTYPES.RNF
TypeIII 24hr
Storm Frequency
= 100 yr
Total Rainfall Depth= 10.0000
in
Duration Multiplier
= 1
Resulting Duration
= 24.0000
hrs
Resulting Start Time= .0000 hrs
Step=
.1000 hrs End=
24.0000 hrs
HYG Vol
Qpeak
Qpeak Max W5EL
Node ID
-----------------
Type
----
ac-ft Trun. hrs
cfs ft
J 10
----------
JCT
--
57.728
---------
12.6000
-----------------
315.38
Outfall OUT 10
JCT
69.492
12.6000
389.03
SUB 27
AREA
3.413
12.8000
17.44
SUB 29 30
AREA
2.024
12.7000
11.17
SUB 33 34
AREA
4.216
12.7000
22.80
SUB 35
AREA
12.253
12.7500
64.45
SUB 36
AREA
8.480
12.6500
48.83
SUB 37
AREA
27.343
12.5500
157.39
SUB 56
AREA
11.764
12.5000
74.76
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency — 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node
ID
Type
ac-ft
Trun. hrs
J
10
JCT
34.183
12.6000
Outfall OUT
10
JCT
41.021
12.6000
SUB
27
AREA
1.886
12.8000
SUB
29 30
AREA
.934
12.7000
SUB
33 34
AREA
2.118
12.8000
SUB
35
AREA
6.707
12.7500
SUB
36
AREA
4.507
12.6500
SUB
37
AREA
18.031
12.5500
SUB
56
AREA
6.838
12.5500
S1N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01
Qpeak Max WSEL
cfs ft
185.56
228.61
9.48
4.62
10.80
34.54
25.16
106.00
43.27
Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
i
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
ID
Type
ac-ft
Trun. hrs
cfs ft
J
10
JCT
42.185
-
12.6000
---------
229 89
Outfall OUT
10
JCT
50.703
12.6000
283.49
SUB
27
AREA
2.401
12.8000
12.18
SUB
29 30
AREA
1.287
12.7000
6.75
SUB
33 34
AREA
2.810
12.7000
14.76
SUB
35
AREA
8.574
12.7500
44.68
SUB
36
AREA
5.836
12.6500
33.13
SUB
37
AREA
21.278
12.5500
124.06
SUB
56
AREA
8.518
12.5000
54.10
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node
ID
Type
ac-ft
Trun. hrs
cfs ft
J
10
JCT
16.759
12.6000
------ ----------
88.59
Outfall OUT
10
JCT
19.922
12.6000
108.05
SUB
27
AREA
.795
12.8000
3.67
SUB
29 30
AREA
.270
12.8500
.88
SUB
33 34
AREA
.740
12.8000
3.06
SUB
35
AREA
2.780
12.8500
13.04
SUB
36
AREA
1.765
12.7500
8.77
SUB
37
AREA
10.409
12.5500
62.65
SUB
56
AREA
3.163
12.6000
19.46
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Design Storms Page 2.01
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title... ILM Stormwater Master Plan Existing Conditions North
Area
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name -----= 25yr
Description: New Hanover County Rainfall Curve Data
-----------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
------------------------------------------- - ---------- -- -----------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & Bright
PondPack leer: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs
Name.... SUB 27
Page 3.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1700.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .4722 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 2-0O-.,60 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
200.00 ft
4.5000 in
.005000 ft/ft
09 ft/sec
Segment #3 Time: .6080 hrs
-------------------------------------------------------------------------
Total Tc: 1.1289 hrs
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs
Name.... SUB 27
Page 3.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
------ --------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface: ---- -
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S!N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs
Name.... SUB 29 30
Page 3.03
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 900.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2500 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft---
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
200.00 ft
4.5000 in
005000 ft/ft
.09 ft/sec
Segment #3 Time: .6080 hrs
------------------------------------------------------------------------
Total Tc: .9067 hrs
S/N: r21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs
Name.... SUB 29 30
Page 3.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
----------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
t Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow = ------------------------------
Unpaved surface:
V = 16.1345 * (5f**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = 'Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.05
Name.... SUB 33 34
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1200.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .3333 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
200.00
ft
4.5000
in
.005000
'ft/ft
.09
ft/sec
Segment #3 Time: .6080 hrs
-------------------------------------------------------------------------
Total Tc: .9900 hrs
5/N: C21705506A.87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.06
Name.... SUB 33 34
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
--------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.07
Name.... SUB 35
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1500.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .4167 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
l Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .09 ft/sec
Segment #3 Time: .6080 hrs
------------------------------------------------------------------------
Total Tc: 1.0734 hrs
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs
Name.... SUB 35
Page 3.08
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
-- ---------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow ------- ------------------ -
----------------------------------------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
i
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
r
Paved surface:
V 20.3282 * (Sf**0.5)
Tc (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
' Lf = Flow length, ft
User Defined Length & Velocity =-----------------------------------
------ --------------------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.09
Name.... SUB 36
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vet.
Hydraulic Length 1000.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .2778 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 100.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0243 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .09 ft/sec
I Segment #3 Time: .6080 hrs
Total Tc: .9101 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.10
Name.... SUB 36
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
--- -----------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
I Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
I
Paved surface:
V = 20.3282 * (Sf**O.5)
s
Tc = (Lf / V) / (3600sec/hr)
1
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs
Name.... SUB 37
Page 3.11
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Length & Vel.
Hydraulic Length 2700.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .7500 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .008000 ft/ft
Paved
Avg.Velocity 1.82 ft/sec
Segment #2 Time: .0306 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .008000 ft/ft
Avg.Velocity 1.30 ft/sec
I Segment #3 Time: .0428 hrs
------------------------------------------------------------------------
Total Tc: .8233 hrs
SIN: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

! Type.... Tc Calcs Page 3.12
Name.... SUB 37
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
--------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
-------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.13
Name.... SUB 56
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
1
TIME OF CONCENTRATION CALCULATOR'
Segment #1: Tc: Length & Vel.
Hydraulic Length 400.00 ft
Avg.Velocity 1.00 ft/sec
Segment #1 Time: .1111 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P- 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .09 ft/sec
Segment #3 Time: .6080 hrs
------------------------------------------------------------------------
Total Tc: .7678 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... Tc Calcs Page 3.14
Name.... SUB 56
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
I
---- -------------------------
Tc Equations used...
------------------------------------------------------------------------
I=__= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
f P = 2yr, 24hr Rain depth, inches
f Sf = Slope, ft/ft
r
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
4 Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.01
Name.... SUB 27 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 27 100yr
Tc = 1.1289 hrs
Drainage Area = 7.539 acres Runoff CN= 64
Computational Time Increment = .15052 hrs
Computed Peak Time = 12.7943 hrs
Computed Peak Flow = 17.47 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.8000 hrs
Peak Flow, Interpolated Output = 17.44 cfs
DRAINAGE AREA
-------------------
1D:None Selected
CN - 64
Area = 7.539 acres
S =-5.6250 in
0.25 = 1.1250 in
Cumulative Runoff
-------------------
5.4321 in
3.413 ac-ft
HYG Volume... 3.413 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.12891 hrs (ID: SUB 27)
Computational Incr, Tm = .15052 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
7.57
cfs
Unit
peak time Tp =
.75261
hrs
Unit
receding limb, Tr =
3.01042
hrs
Total
unit time, Tb =
3.76303
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) rompute Time: 1,:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.02
Name.... SUB 27 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 27 10yr
Tc = 1.1289 hrs
Drainage Area = 7.539 acres Runoff CN= 64
i Computational Time Increment = .15052 hrs
Computed Peak Time = 12.7943 hrs
Computed Peak Flow = 9.49 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.8000 hrs
Peak Flow, Interpolated Output = 9.48 cfs
DRAINAGE AREA
ID:None Selected
CN = 64
Area = 7.539 acres
S = 5.6250 in
0.2S = 1.1250 in
Cumulative Runoff
-------------------
j 3.0014 in
1.886 ac-ft
HYG Volume... 1.886 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.12891 hrs (ID: SUB 27)
Computational Incr, Tm = .15052 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
.483.43/645.333, K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
7.57
cfs
Unit
peak time Tp =
.75261
hrs
Unit
receding limb, Tr =
3.01042
hrs
Total
unit time, Tb =
3.76303
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date. 08-23-L004

n
U
Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SUB 27 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
i
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 27 25yr
Tc = 1.1289 hrs
Drainage Area = 7.539 acres Runoff CN= 64
Computational Time Increment = 15052 hrs
Computed Peak Time = 12.7943 hrs
Computed Peak Flow = 12.20 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.8000 hrs
Peak Flow, Interpolated Output = 12.18 cfs
DRAINAGE AREA
ID:None Selected
CN = 64
Area = 7.539 acres
S = .5.6250 in
0.2S = 1.1250 in
Cumulative Runoff
-------------------
3.8212 in
2.401 ac-ft
HYG Volume... 2.401 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.12891 hrs (ID: SUB 27)
Computational Incr, Tm = .15052 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
7.57
cfs
Unit
peak time Tp =
.75261
hrs
Unit
receding limb, Tr =
3.01042
hrs
Total
unit time, Tb =
3.76303
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver. 7.0 (325) Compute Time: 14:00:01 Oate: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.04
Name.... SUB 27 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 27 2yr
Tc = 1.1289 hrs
Drainage Area = 7.539 acres Runoff CN= 64
Computational Time Increment = 15052 hrs
Computed Peak Time = 12.7943 hrs
Computed Peak Flow = 3.67 cfs
Time Increment for HYG File = OSOO hrs
Peak Time, Interpolated Output = 12.8000 hrs
Peak Flow, Interpolated Output = 3.67 cfs
DRAINAGE AREA
ID:None Selected
CN = 64
Area = 7.539 acres
S = 5.6250 in
0.2S = 1.1250 in
Cumulative Runoff
1.2656 in
795 ac ft
HYG Volume... .795 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.12891 hrs (ID: SUB 27)
Computational Incr, Tm = .15052 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
7.57
cfs
Unit
peak time Tp =
.75261
hrs
Unit
receding limb, Tr =
3.01042
hrs
Total
unit time, Tb =
3.76303
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.05
Name.... SUB 29 30 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
i STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C: ;HAESTAD\PPK'W\RAINFALL\
f Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
I Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 29 30 100yr
Tc = .9067 hrs
Drainage Area = 7.098 acres Runoff CN= 49
Computational Time Increment _ 12089 hrs
Computed Peak Time 12.6936 hrs
Computed Peak Flow = 11.20 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.7000 hrs
Peak Flow, Interpolated Output = 11.17 cfs
DRAINAGE AREA
ID:None Selected
CN = 49
Area = 7.098 acres
5 = 10.4082 in
0.2S = 2.081G in
Cumulative Runoff
-------------------
3.4213 in
2.024 ac-ft
HYG Volume... 2.024 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration, Tc =
.90669
hrs (ID: SUB 29 30)
Computational
Incr, Tm =
.12089
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7.491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
8.87
cfs
Unit
peak time Tp =
.60446
hrs
Unit
receding limb, Tr =
2.41783
hrs
Total
unit time, Tb =
3.02229
hrs
S/N: C21705506A87
Talbert & Bright
PondPack Ver: 7.0
(325) Compute
Time: 14:00:01
Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.06
Name.... SUB 29 30 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 173S PRE.PPW
j Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 29 30 10yr
Tc = .9067 hrs
Drainage Area = 7.098 acres Runoff CN= 49
Computational Time Increment = 12089 hrs
Computed Peak Time = 12.6936 hrs
Computed Peak Flow = 4.62 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.7000 hrs
Peak Flow, Interpolated Output = 4.62 cfs
i
DRAINAGE AREA
-------------------
ID:None Selected
E CN = 49
Area = 7.098 acres
S = 10.4082 in
0.2S = 2.0816 in
Cumulative Runoff
-------------------
1.5783 in
934 ac-ft
HYG Volume... .934 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.90669
hrs (ID:
SUB 29 30)
Computational Incr, Tm =
.12089
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
( K = 483.43/645.333, K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
8.87
cfs
l
l Unit peak time Tp =
.60446
hrs
Unit receding limb, Tr =
2.41783
hrs
Total unit time, Tb =
3.02229
hrs
�- S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute
f
Time: 14:00:01
Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.07
Name.... SUB 29 30 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration
= 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir
= C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID
= SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID
= - SUB 29 30 25yr
Tc
= .9067 hrs
Drainage Area
= 7.098 acres Runoff CN= 49
Computational Time Increment = .12089 hrs
Computed Peak Time = 12.6936 hrs
Computed Peak Flow = 6.76 cfs
Time
Increment for HYG
File =
.0500
hrs
Peak
Time, -Interpolated
Output =
12.7000
hrs
Peak
Flow, Interpolated
Output =
6.75
cfs
DRAINAGE AREA
ID:None Selected
CN = 49
Area 7.098 acres
S 10.4082 in
0.2S 2.0816 in
Cumulative Runoff
2.1752 in
1.287 ac-ft
HYG Volume... 1.287 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.90669
hrs (ID:
SUB 29 30)
Computational incr,
Tm =
.12089
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
8.87
cfs
Unit peak time
Tp =
.60446
hrs
Unit receding limb,
Tr =
2.41783
hrs
Total unit time,
Tb =
3.02229
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.08
Name.... SUB 29 30 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 29 30 2yr
Tc = .9067 hrs
Drainage Area = 7.098 acres Runoff CN= 49
I Computational Time Increment = 12089 hrs
I Computed Peak Time 12.9354 hrs
Computed Peak Flow = .89 cfs
I
i Time Increment for HYG File = 0500 hrs
Peak Time, Interpolated Output = 12.9000 hrs
Peak Flow, Interpolated Output = .89 cfs
a
DRAINAGE AREA
ID:None Selected
CN — 49
Area = 7.098 acres
S = 10.4082 in
0.2S = 2.0816 in
Cumulative Runoff
-------------------
.4560 in
.270 ac-ft
HYG Volume... .270 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.90669
hrs (ID: SUB 29 30)
Computational Incr,
Tm =
.12089
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
8.87
cfs
Unit
peak time
Tp =
.60446
hrs
Unit
receding limb,
Tr =
2.41783
hrs
Total
unit time,
Tb =
3.02229
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.09
Name.... SUB 33 34 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 33 34 100yr
Tc = .9900 hrs
Drainage Area = 11.966 acres Runoff CN= 55
Computational Time Increment = 13200 hrs
Computed Peak Time = 12.6722 hrs
Computed Peak Flow = 22.90 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.7000 hrs
Peak Flow, Interpolated Output = 22.80 cfs
DRAINAGE AREA
ID:None Selected
CN = 55
Area = 11.966 acres
S = 8.1818 in
0.25 = 1.6364 in
Cumulative Runoff
-------------------
4.2278 in
4.216 ac-ft
HYG Volume... 4.216 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.99002
hrs (ID: SUB 33 34)
Computational Incr,
Tm =
.13200
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
13.69
cfs
Unit
peak time
Tp =
.66001
hrs
Unit
receding limb,
Tr =
2.64005
hrs
Total
unit time,
Tb =
3.30006
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.10
Name.... SUB 33 34 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 33 34 10yr
Tc = .9900 hrs
Drainage Area = 11.966 acres Runoff CN= 55
Computational Time Increment = 13200 hrs
Computed Peak Time = 12.8043 hrs
Computed Peak Flow = 10.80 cfs
Time Increment for HYG file = .0500 hrs
Peak Time, Interpolated Output = 12.8000 hrs
Peak Flow, Interpolated Output = 10.80 cfs
DRAINAGE AREA
ID:None Selected
CN 55
Area 11.966 acres
S 8.1818 in
0.'25 1.6364 in
Cumulative Runoff
---------------
2.1239 in
2.118 ac-ft
HYG Volume... 2.118 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.99002
hrs (ID: SUB 33 34)
Computational
Incr,
Tm =
.13200
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
13.69
cf.s
Unit
peak time
Tp =
.66001
hrs
Unit
receding limb,
Tr =
2.64005
hrs
Total
unit time,
Tb =
3.30006
hrs
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.11
Name.... SUB 33 34 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\IiAESiAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 33 34 25yr
Tc = .9900 hrs
Drainage Area = 11.966 acres Runoff CN= 55
--------------------
Computational Time Increment = .13200 hrs
Computed Peak Time = 12.6722 hrs
Computed Peak Flow = 14.78 cfs
Time Increment for HYG File = .0500 hrs
Peak Tithe, Tnterpolated-Output = 12.7000 hrs
Peak Flow, Interpolated Output = 14.76 cfs
DRAINAGE AREA
ID:None Selected
CN — 55
Area = 11.966 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
2.8183 in
2.810 ac-ft
HYG Volume... 2.810 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.99002
hrs (ID: SUB 33 34)
Computational Incr,
Tm =
.13200
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491) .
Unit
peak,
qp =
13.69
cfs
Unit
peak time
Tp =
.66001
hrs
Unit
receding limb,
Tr =
2.64005
hrs
Total
unit time,
Tb =
3.30006
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.12
Name.... SUB 33 34 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 33 34 2yr
Tc = .9900 hrs
Drainage Area = 11.966 acres Runoff CN= 55
------------------
Computational Time Increment = .13200 hrs
Computed Peak Time = 12.8043 hrs
Computed Peak Flow = 3.07 cfs
Time Increment for HYG File = .0500 hrs
Peak Time,---1-n-terpolated Output = 12.8000 hrs
Peak Flow, Interpolated Output = 3.06 cfs
DRAINAGE AREA
-------------------
ID:None Selected
CN = 55
Area = 11.966 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
.7424 in
.740 ac-ft
HYG Volume... .740 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.99002
hrs (ID: SUB 33 34)
Computational Incr,
Tm =
.13200
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
13.69
cfs
Unit
peak time
Tp =
.66001
hrs
Unit
receding limb,
Tr =
2.64005
hrs
Total
unit time,
Tb =
3.30006
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23•-2004

Type.... SCS Unit Hyd. Summary Page 4.13
Name.... SUB 35 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 35 100yr
Tc = 1.0734 hrs
Drainage Area = 27.745 acres Runoff CN= 63
Computational Time Increment = 14311 hrs
Computed Peak Time = 12.7371 hrs
Computed Peak Flow = 64.68 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Inter-Wated Output = 12.7500 hrs
Peak Flow, Interpolated Output = 64.45 cfs
DRAINAGE AREA
-------------------
ID:None Selected
CN — 63
Area = 27.745 acres
S = 5.8730 in
0.25 = 1.1746 in
Cumulative Runoff
-------------------
5.2991 in
12.252 ac-ft
HYG Volume... 12.253 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.07335 hrs (ID: SUB 35)
Computational Incr, Tm = .14311 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
29.29
cfs
Unit
peak time Tp =
.71557
hrs
Unit
receding limb, Tr =
2.86227
hrs
Total
unit time, Tb =
3.57784
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-200+

Type.... SCS Unit Hyd. Summary Page 4.14
Name.... SUB 35 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\,RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 35 10yr
Tc = 1.0734 hrs
Drainage Area = 27.745 acres Runoff CN= 63
Computational Time Increment = 14311 hrs
Computed Peak Time = 12.7371 hrs
Computed Peak Flow = 34.62 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpoed Output = -12.7500 hrs
Peak Flow, Interpolated Output = 34.54 cfs
DRAINAGE AREA
ID:None Selected
CN = 63
Area = 27.745 acres
5 = 5.8730 in
0.2S = 1.1746 in
Cumulative Runoff
-------------------
2.9008 in
6.707 ac-ft
HYG Volume... 6.707 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.07335 hrs (ID: SUB 35)
Computational Incr, Tm = .14311 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
29.29
cfs
Unit
peak time Tp =
.71557
hrs
Unit
receding limb, Tr =
2.86227
hrs
Total
unit time, Tb =
3.57784
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14-00:01 Date: 08-73-2004

Type.... SCS Unit Hyd. Summary Page 4.15
Name.... SUB 35 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
5CS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HrESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 35 25yr
Tc = 1.0734 hrs
Drainage Area = 27.745 acres Runoff CN= 63
---------------
Computational Time Increment = .14311 hrs
Computed Peak Time = 12.7371 hrs
Computed Peak Flow = 44.81 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolates-6utput = 12-3500 hrs
Peak Flow, Interpolated Output = 44.68 cfs
DRAINAGE AREA
-------------------
ID:None Selected
CN = 63
Area = 27.745 acres
S = 5.8730 in
0.2S = 1.174G in
Cumulative Runoff
-------------------
3.7080 in
8.573 ac-ft
HYG Volume... 8.574 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.07335 hrs (ID: SUB 35)
Computational Incr, Tm = .14311 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
29.29
cfs
Unit
peak time Tp =
.71557
hrs
Unit
receding limb, Tr =
2.86227
hrs
Total
unit time, Tb =
3.57784
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SC5 Unit Hyd. Summary Page 4.16
Name.... SUB 35 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Di,- = C:\HAE5TAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPE5.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 35 2yr
Tc = 1.0734 hrs
Drainage Area = 27.745 acres Runoff CN= 63
Computational Time Increment = 14311 hrs
Computed Peak Time = 12.8802 hrs
Computed Peak Flow = 13.06 cfs
Time Increment for HYG File = .0500 hrs
Peak Time,-Interpolated� i�,ut = 12.85,00 hrs
Peak Flow, Interpolated Output = 13.04 cfs
DRAINAGE AREA
-------------------
ID:None Selected
CN = 63
Area = 27.745 acres
S 5.8730 in
0.2S 1.1746 in
Cumulative Runoff
-------------------
1.2022 in
2.780 ac-ft
HYG Volume... 2.780 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 1.07335 hrs (ID: SUB 35)
Computational Incr, Tm = .14311 hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
29.29
cfs
Unit
peak time Tp =
.71SS7
hrs
Unit
receding limb, Tr =
2.86227
hrs
Total
unit time, Tb =
3.57784
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Dare: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.17
Name.... SUB 36 Tag: 100yr Event: 100 yr
File..... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 36 100yr
Tc = .9101 hrs
Drainage Area = 20.774 acres Runoff CN= 60
Computational
Time Increment
= 12135
hrs
Computed Peak
Time
= 12.6203
hrs
Computed Peak
Flow
= 49.15
cfs
Time
Incr-emen°t for HYG
Films--=
.0500
hrs
Peak
Time, Interpolated
Output =
12.6500
hrs
Peak
Flow, Interpolated
Output =
48.83
cfs
DRAINAGE AREA
ID:None Selected
CN = 60
Area = 20.774 acres
S = 6.6667 in
0.2S = 1.3333 in
Cumulative Runoff
-------------------
4.8986 in
8.480 ac-ft
HYG Volume... 8.480 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.91012
hrs (ID:
SUB 36)
Computational Incr, Tm =
.12135
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333, K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
25.86
cfs
Unit peak time Tp =
.60674
hrs
Unit receding limb, Tr =
2.42698
hrs
Total unit time, Tb =
3.03372
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.18
Name.... SUB 36 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM FVFNT- 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 36 10yr
Tc = .9101 hrs
Drainage Area = 20.774 acres Runoff CN= 60
----------------
Comoutational Time Increment = .12135 hrs
Computed Peak Time = 12.6203 hrs
Computed Peak Flow = 25.22 cfs
Time Increment for HYG File = .0500 hrs
Peak- Time, Irrte•rp-olated Output--- .—12.6500 -hrs-°
Peak Flow, Interpolated Output = 25.16 cfs
DRAINAGE AREA
ID:None Selected
CN = 60
Area = 20.774 acres
5 = 6.6667 in
0.2S = 1.3333 in
Cumulative Runoff
-------------------
2.6036 in
4.507 ac-ft
HYG Volume... 4.507 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.91012
hrs (ID:
SUB .36)
Computational Incr, Tm =
.12135
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333, K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
25.86
cfs
Unit peak time Tp =
.60674
hrs
Unit receding limb, Tr =
2.42698
hrs
Total unit time, Tb =
3.03372
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.19
Name.... SUB 36 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVFNT- 75 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 36 25yr
Tc = .9101 hrs
Drainage Area = 20.774 acres Runoff CN= 60
---------------
Computational Time Increment = .12135 hrs
Computed Peak Time = 12.6203 hrs
Computed Peak Flow = 33.27 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interafied Output = —1-2:-6500 hrs
Peak Flow, Interpolated Output = 33.13 cfs
DRAINAGE AREA
ID:None Selected
CN = 60
Area = 20.774 acres
S = 6.6667 in
0.2S = 1.3333 in
Cumulative Runoff
3.3709 in
5.836 ac-ft
HYG Volume... 5.836 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.91012
hrs (ID: SUB 36)
Computational Incr,
Tm =
.12135
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/TD =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
25.86
cfs
Unit
peak time
Tp =
.60674
hrs
Unit
receding limb,
Tr =
2.42698
hrs
Total
unit time,
Tb =
3.03372
hrs
S/N: C21705506A87 Talbert & Bright
"rond'rack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.20
Name.... SUB 36 Tag: 2yr Event: 2 yr
File..'.. J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 vear storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 36 2yr
Tc = .9101 hrs
Drainage Area = 20.774 acres Runoff CN= 60
Computational Time Time Increment = .12135 hrs
Computed Peak Time = 12.7416 hrs
Computed Peak Flow = 8.80 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolst-,& -=Output = 123-500 hrs
Peak Flow, Interpolated Output = 8.77 cfs
DRAINAGE AREA
ID:None Selected
CN = 60
Area = 20.774 acres
S = 6.6667 in
0.2S = 1.3333 in
Cumulative Runoff
1.0198 in
1.765 ac-ft
HYG Volume... 1.765 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.91012
hrs (ID:
SUB 36)
Computational Incr,
Tm =
.12135
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
25.86
cfs
Unit
peak time
Tp =
.60674
hrs
Unit
receding limb,
Tr =
2.42698
hrs
Total
unit time,
Tb =
3.03372
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.21
Name.... SUB 37 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 37 100yr
Tc = .8233 hrs
Drainage Area = 37.906 acres Runoff CN= 89
Computational Time Increment = _1097R hrs
Computed Peak Time = 12.5146 hrs
Computed Peak Flow = 158.56 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolatedy#tput = 12. 5-M• drr=s
Peak Flow, Interpolated Output = 157.39 cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 37.906 acres
S = 1.2360 in
0.2S = .2472 in
Cumulative Runoff
-------------------
8.6559 in
27.342 ac-ft
HYG Volume... 27..343 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.82333
hrs (ID: SUB 37)
Computational Incr,
Tm =
.10978
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
52.17
cfs
Unit
peak time
Tp =
.54889
hrs
Unit
receding limb,
Tr =
2.19555
hrs
Total
unit time,
Tb =
2.74444
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.22
Name.... SUB 37 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 37 10yr
Tc = .8233 hrs
Drainage Area = 37.906 acres Runoff CN= 89
Computational Time Increment = .10978 hrs
Computed Peak Time = 12.5146 hrs
Computed Peak Flow = 106.69 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Outer = 12.5500 .hg—
Peak Flow, Interpolated Output = 106.00 cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 37.906 acres
5 = 1.2360 in
0.2S = .2472 in
Cumulative Runoff
-------------------
5.7081 in
18.031 ac-ft
HYG Volume... 18.031 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.82333
hrs (ID: SUB 37)
Computational Incr,
Tm =
.10978
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
52.17
cfs
Unit
peak time
Tp =
.54889
hrs
Unit
receding limb,
Tr =
2.19555
hrs
Total
unit time,
Tb =
2.74444
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.23
Name.... SUB 37 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain Fite -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 37 25yr
Tc = .8233 hrs
Drainage Area = 37.906 acres Runoff CN= 89
Computational Time Increment = .10978 hrs
Computed Peak Time = 12.5146 hrs
Computed Peak Flow = 124.92 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output:.'°*— 12.5500 hrs
Peak Flow, Interpolated Output = 124.06 cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 37.906 acres
S = 1.2360 in
0.25 = .2472 in
Cumulative Runoff
-------------------
6.7359 in
21.277 ac-ft
HYG Volume... 21.278 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.82333
hrs (ID: SUB 37)
Computational Incr,
Tm =
.10978
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
52.17
cfs
Unit
peak time
Tp =
.54889
hrs
Unit
receding limb,
Tr =
2.19555
hrs
Total
unit time,
Tb =
2.74444
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.24
Name.... SUB 37 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
I STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
I Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 37 2yr
I Tc = .8233 hrs
Drainage Area = 37.906 acres Runoff CN= 89
Computational Time Increment = 10978 hrs
Computed Peak Time — 12.5146 hrs
Computed Peak Flow = 62.94 cfs
I =
Time Increment for HYG File .0500 hrs
Peak Time, Interpolated Output _ 12:5500 hrs
Peak Flow, Interpolated Output — 62.65 cfs
DRAINAGE AREA
----------------- -
4 ID:None Selected
CN = 89
Area = 37.906 acres
S = 1.2360 in
0.2S = .2472 in
Cumulative Runoff
----------------
3.2952 in
10.409 ac-ft
HYG Volume... 10.409 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.82333
hrs (ID:
SUB 37)
Computational Incr, Tm =
.10978
hrs = 0.20000
Tp
i Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
i K= 483.43/645.333, K=
.7491
(also,
K= 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
52.17
cfs
Unit peak time Tp =
.54889
hrs
Unit receding limb, Tr =
2.19555
hrs
Total unit time, Tb =
2.74444
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute
rime: 14:00:01
Date: 08-23-2004

I
n
Type.... SCS Unit Hyd. Summary Page 4.25
Name.... SUB 56 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Deoth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 56 100yr
Tc = .7678 hrs
Drainage Area = 22.676 acres Runoff CN= 70
Computational Time Time Increment = .10237 hrs
Computed Peak Time = 12.4895 hrs
Computed Peak Flow = 74.84 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 122 0 hrs
Peak Flow, Interpolated Output = 74.76 cfs
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 22.676 acres
S = 4.2857 in
0.2S = .8571 in
Cumulative Runoff
-------------------
6.2249 in
11.763 ac-ft
HYG Volume... 11.764 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.76780
hrs (ID:
SUB 56)
Computational Incr,
Tm =
.10237
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
33.46
cfs
Unit
peak time
Tp =
.51186
hrs
Unit
receding limb,
Tr =
2.04746
hrs
Total
unit time,
Tb =
2.55932
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.26
Name.... SUB 56 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 56 10yr
Tc = .7678 hrs
Drainage Area = 22.676 acres Runoff CN= 70
Computational Time Increment = 10237 hrs
Computed Peak Time = 12.5919 hrs
Computed Peak Flow = 43.29 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.55'0O-h-rs
Peak Flow, Interpolated Output = 43.27 cfs
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 22.67G acres
S = 4.2857 in
0.25 = .8571 in
Cumulative Runoff
-------------------
3.6184 in
6.838 ac-ft
HYG Volume... 6.838 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.76780
hrs (ID:
SUB 56)
Computational Incr,
Tm =
.10237
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
33.46
cfs
Unit
peak time
Tp =
.51186
hrs
Unit
receding limb,
Tr =
2.04746
hrs
Total
unit time,
Tb =
2.55932
hrs
S/N: C21705506A87 Talbert & Bright
FondPack Ver. 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.27
Name.... SUB 56 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM FVFNT- 75 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 56 25yr
Tc = .7678 hrs
Drainage Area = 22.676 acres Runoff CN= 70
Computational Time Increment = .10237 hrs
Computed Peak Time = 12.4895 hrs
Computed Peak Flow = 54.12 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.5000 Kr-s
Peak Flow, Interpolated Output = 54.10 cfs
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 22.676 acres
S = 4.2857 in
0.2S = .8571 in
Cumulative Runoff
4.5073 in
8.517 ac-ft
HYG Volume... 8.518 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.76780
hrs (ID:
SUB 56)
Computational
Incr,
Tm =
.10237
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
33.46
cfs
Unit
peak time
Tp =
.51186
hrs
Unit
receding limb,
Tr =
2.04746
hrs
Total
unit time,
Tb =
2.55932
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.28
Name.... SUB 56 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\WEST SIDE 1735 PRE.PPW
` Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
f Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - SUB 56 2yr
Tc = .7678 hrs
Drainage Area = 22.676 acres Runoff CN= 70
IComputational Time Increment = 10237 hrs
Computed Peak Time = 12.5919 hrs
Computed Peak Flow = 19.54 cfs
Time Increment for HYG File .0500 hrs
Peak Time, Interpolated Output = 12.6000 hrs
f Peak Flow, Interpolated Output _----19_46—cfs
tl
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 22.676 acres
S — 4.2857 in
0.25 = .8571 in
Cumulative Runoff
1.6737 in
3.163 ac-ft
HYG Volume... 3.163 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.76780
hrs (ID: SUB 56)
Computational
Incr,
Tm =
.10237
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
33.46
cfs
Unit
peak time
Tp =
.51186
hrs
Unit
receding limb,
Tr =
2.04746
hrs
Total
unit time,
Tb =
2.55932
hrs
5/N: C21705506A87 Talbert & Bright
FondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- N -----
NHC... 2.01
SUB 27... 3.01, 4.01, 4.02, 4.03,
4.04
SUB 29 30... 3.03, 4.05, 4.06, 4.07,
I 4.08
SUB 33 34... 3.05, 4.09, 4.10, 4.11,
` 4.12
I SUB 35... 3.07, 4.13, 4.14, 4.15,
4.16
SUB 36... 3.09, 4.17, 4.18, 4.19,
t 4.20
SUB 37... 3.11, 4.21, 4.22, 4.23,
4.24
SUB 56... 3.13, 4.25, 4.26, 4.27,
4.28
f
----- W -----
Watershed 100yr... 1.01, 1.02, 1.03,
I 1.04
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:00:01 Date: 08-23-2004

f4iooseD Cd ND f -r7jv,.f A&I" / e
OA-S i P IV,
LF1
o
ct"
lk
0

A 30
A
w
P 30
PR 30
A
Out 20
r on,)rl
N 0 ATX
11
J3
EXMN,b� Pal

Type.... Vol: Elev-Area
Name.... P 30
Page 1.01
i File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
I Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
20.50
---- 0
0
.000
.000
21.50
10000
10000
.077
.077
I
I 22.00
77900
115811
.443
.520
22.20
----- 134795
315167
.482
1.002
E 22.30
_--163242
446375
.342
1.344
22.40
191690
531827
.407
1.751
[I
22.50
----- 220137
617249
.472
2.223
23.00
----- 372566
879087
3.364
5.586--
24.00
_____ 478131
1272758
9.740
15.326
25.00
501649
1469529
11.245
26.571
26.00
----- 525371
1540393
11.788
38.359
27.00
i
----- 549292
1611861
12.334
50.693
POND VOLUME EQUATIONS
* Incrementat volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
t where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
r
Volume = Incremental volume between EL1 and EL2
1
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 09:54:46 Date: 08-20-2004

Type.... Vol: Elev-Area
Name.... P 30
Page 1.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Elevation
Planimeter Area
Al+A2+sgr(Al*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
20.50
----- 0
0
.000
.000
21.50
----- 10000
10000
.077
.077
22.00
----- 14000
35832
.137
.214
22.20
----- 16000
44967
.069
.282
22.30
----- 17000
49492
.038
.320
22.40
----- 18000
'52493
.040
.360
'22.50
----- 220137
301085
.230
.591
23.00
----- 372566
879087
3.364
3.954 0'"
24.00
----- 478131
1272758
9.740
13.694
25.00
----- 501649
1469529
11.245
24.939
26.00
----- 525371
1540393
11.788
36.727
27.00
----- 549292
1611861
12.334
49.061
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) *
(EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: IEL1, EL2
= Lowe-r and upper elevations of the
increment
Areal,Area2 = Areas computed for
EL1, EL2, respectively
Volume
= Incremental volume
between EL1
and EL2
C k T D k'4
pej -D6T Tl w
rsl jj
Na, ,
&^toi
Patvr 04S
t
S, SSG
3 9S `f At, FT.
4
S1.MEq 1 . GeM.r Zi�►�
P,q �00C9 (100).+ • 1b S
Vol.
N
2V6/0 AC �r
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 09:58:40 Date: 08-20-2004

' Job Fite: J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
i
Proposed conditions - west side of airport.
F S/N: C21705506A87 Talbert & Bright
i PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004
i

Table of Contents
i
Table of Contents
******************** NETWORK SUMMARIES *********************
Watershed.......
1" Eq
Executive
Summary
(Nodes) ..........
1.01
Watershed.......
100yr
Executive
Summary
(Nodes) ..........
1.02
Watershed.......
10yr
Executive
Summary
(Nodes) ..........
1.03
Watershed.......
25yr
Executive
Summary
(Nodes) ..........
1.04
Watershed.......
2yr
Executive
Summary
(Nodes) ..........
1.05
****************** DESIGN STORMS SUMMARY *******************
NHC............. Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
J1..............
Tc
Calcs ...........................
3.01
J2..............
Tc
Calcs ...........................
3.03
J3..............
Tc
Calcs ...........................
3.05
f******************** RUNOFF HYDROGRAPHS ********************
I
J1.............. 1" Eq
SCS Unit Hyd. Summary .............. 4.01
c S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Table of Contents
I
Table of Contents (continued)
1 J1..............
100yr
SCS Unit
Hyd.
Summary ..............
4.02
J1..............
10yr
i
SCS Unit
Hyd.
Summary
4.03
J1..............
25yr
l
SCS Unit
Hyd.
Summary ..............
4.04
J1..............
2yr
SCS Unit
Hyd.
Summary ..............
4.05
J2..............
1" Eq
SCS Unit
Hyd.
Summary ..............
4.06
J2..............
100yr
SCS Unit
Hyd.
Summary .............
4.07
J2..............
10yr
SCS Unit
Hyd.
Summary ..............
4.08
J2..............
25yr
SCS Unit
Hyd.
Summary ..............
4.09
f
J2..............
2yr
SCS Unit
Hyd.
Summary ..............
4.10
l J3..............
1" Eq
SCS Unit
Hyd.
Summary ..............
4.11
A ..............
100yr
SCS Unit
Hyd.
Summary ..............
4.12
I J3..............
10yr
SCS Unit
Hyd.
Summary ..............
4.13
J3..............
25yr
SCS Unit
Hyd.
Summary ..............
4.14
J3..............
2yr
SCS Unit
Hyd.
Summary ..............
4.15
*********************** POND VOLUMES ***********************
P 30........... Vol: Elev-Area 5.01
1 S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Table of Contents
i i i
Table of Contents (continued)
******************** OUTLET STRUCTURES *********************
PR 30.......... Outlet Input Data .................. 6.01
Individual Outlet Curves ........... 6.06
Composite Rating Curve ............. 6.10
*********************** POND ROUTING ***********************
P 30........... Pond E-V-Q Table ................... 7.01
P 30 OUT 1" Eq
Pond Routing Summary ............... 7.02
Pond Routed HYG (total out) ........ 7.03
P 30 OUT 100yr
Pond Routing Summary ............... 7.08
P 30 OUT 10yr
Pond Routing Summary 7.09
P 30 OUT 25yr
Pond Routing Summary 7.10
P 30 OUT 2yr
Pond Routing Summary ............... 7.11
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,TD = NHC.RNQ NHC
Storm Tag Name = 1" Eq
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Total Rainfall Depth= 2.0200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
ac-ft
Trun. hrs
cfs ft
J1
----
AREA
----------
2.746
-----------
12.7000
-----------------
13.42
J2
AREA
4.826
12.2000
48.83
J3
AREA
.510
12.3500
3.04
Outfall OUT 20
JCT
8..082
20.2500
2.28
P 30
IN POND
8.082
12.2000
54.81
P 30
OUT POND
8.082
20.2500
2.28 23.19
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

f
i
Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 100yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs ft
J1
AREA
48.330
12.5500
290.27
J2
AREA
39.991
12.2000
373.97
J3
AREA
12.787
12.2000
122.59
Outfall OUT 20
JCT
101.108
13.4000
158.82
P 30
IN POND
101.109
12.2000
670.06
P 30
OUT POND
101.108
13.4000
158.82 27.21
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

IType.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 10 yr
i File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
f (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name
= 10yr
Description: New Hanover County
Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID
= Synthetic
Storm
SCSTYPES.RNF
TypeIII 24hr
Storm Frequency
= 10 yr
Total Rainfall Depth= 7.0000
in
Duration Multiplier
= 1
Resulting Duration
= 24.0000
hrs
Resulting Start Time= .0000 hrs
Step=
.1000 hrs End=
24.0000 hrs
i
HYG Vol
Qpeak
Qpeak Max WSEL
i Node ID
Type
ac-ft Trun. hrs
cfs ft
J1
AREA
29.161
12.6000
176.29
J2
AREA
26.372
12.2000
252.66
J3
AREA
7.433
12.2000
71.11
Outfall OUT 20
JCT
62.965
13.6000
82.57
P 30 IN
POND
62.965
12.2000
424.67
i P 30 OUT
POND
62.965
13.6000
82.57 25.73
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name
= 25yr
Description: New Hanover County
Rainfall Curve Data
t--------------------------------------------------------------------
Data Type, File, ID
= Synthetic
Storm
SCSTYPES.RNF
TypeIII 24hr
Storm Frequency
= 25 yr
Total Rainfall Depth= 8.0500
in
Duration Multiplier
= 1
Resulting Duration
= 24.0000
hrs
Resulting Start Time= .0000
hrs Step=
.1000 hrs End=
24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft Trun. hrs
cfs ft
J1
AREA
35.748
12.5500
215.76
J2
AREA
31.121
12.2000
295.30
J3
AREA
9.259
12.2000
88.85
Outfall OUT 20
JCT
76.127
13.5000
109.70
P 30 IN
POND
76.127
12.2000
510.05
P 30 OUT
POND
76.127
13.5000
109.70 26.25
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Executive Summary (Nodes) Page 1.05
Name.... Watershed Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 2yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs ft
Ji
AREA
14.409
12.6000
86.26
J2
AREA
15.224
12.2000
150.16
J3
AREA
3.438
12.2500
31.87
Outfall OUT 20
JCT
33.072
14.7000
27.00
P 30
IN POND
33.072
12.2000
226.91
P 30
OUT POND
33.072
14.7000
27.00 24.50
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Design Storms
Name.... NHC
Page 2.01
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title... Proposed conditions - west side of airport.
DESIGN STORMS SUMMARY
Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 100yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
f Storm Tag Name = 25yr
--.-Description: New Hanover County Rainfall Curve Data
-----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1" Eq
---------------------------------- --- ------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Total Rainfall Depth= 2.0200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Design Storms Page 2.02
Name.... NHC
File.... C:\HAESTAD\PPKW\RAINFALL\NHC.RNQ
Title... Proposed conditions - west side of airport.
DESIGN STORMS SUMMARY
Design Storm File.ID = NHC.RNQ NHC
Storm Tag Name = 2yr
Description: New Hanover County Rainfall Curve Data
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr '
Storm Frequency = 2 yr
Total Rainfall Depth= 4.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Tc Calcs Page 3.01
Name.... J1
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Length & Vet.
Hydraulic Length 1000.00 ft
Avg.Velocity 1.50 ft/sec
Segment #1 Time: .1852 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .005000 ft/ft
Unpaved
Avg.Velocity 1.14 ft/sec
Segment #2 Time: .0487 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .005000 ft/ft
Avg.Velocity .09 ft/sec
Segment #3 Time: .6080 hrs
------------------------------------------------------------------------
Total Tc: .8419 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Tc Calcs Page 3.02
Name.... J1
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
----- --- -
Tc Equations used...
------------------------------------------------------------------------
j =__= SCS TR-55 Sheet Flow
f Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
I Where: Tc = Time of concentration, hrs
` n = Mannings n
Lf = Flow length, ft
( P = 2yr, 24hr Rain depth, inches
I Sf = Slope, ft/ft
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**O.5)
Paved surface:
V = 20.3282 * (Sf**O.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
---- User Defined Length & Velocity ------------------------------------
---- ------------------------------------
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Tc Calcs Page 3.03
Name.... J2
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
i------------------------------------------------------------------------
{ Segment #1: Tc: Length & Vel.
II Hydraulic Length 1000.00 ft
Avg.Velocity 1.50 ft/sec
Segment #1 Time: .1852 hrs
------------------------------------------------------------------------
Segment.#2: Tc: TR-55 Shallow
Hydraulic -1=ength 200:00 ft
Slope .008000 ft/ft
Paved
t
Avg.Velocity 1.82 ft/sec
Segment #2 Time: .0306 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .008000 ft/ft
Avg.Velocity 1.30 ft/sec
Segment #3 Time: .0428 hrs
------------------------------------------------------------------------
Total Tc: .2585 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Tc Calcs
Name.... J2
Page 3.04
F
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
------------------------------------------------------------------------
Tc Equations used...
-------------------------------------------------------------------------
SCS TR-55 Sheet Flow
-----------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
k Sf = Slope, ft/ft
___= SCS TR-55 Shallow Concentrated Flow
Unpaved- -9vr#ace :
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec/hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft/sec
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

i
i Type.... Tc Calcs Page 3.05
Name.... J3
{ File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
f
TIME OF CONCENTRATION CALCULATOR
... ....... ... ....... ..... ....... .. .... . .. .. ..... .
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 200.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
! Segment #1 Time: .0344 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .10 ft/sec
Segment #2 Time: .2646 hrs
---------------------------------------------------------------- ------
Total Tc: .2991 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Tc Calcs
Name.... J3
Page 3.06
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
------------------------------------------------------------------------
Tc Equations used...
-----------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:—
V = 16.1345 * (Sf**0.5)
' Paved surface:
V = 20.3282 * (Sf**0.5)
r
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.01
Name.... J1 Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: year storm
Duration = 24.0000 hrs Rain Depth = 2.0200 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J1 1" Eq
Tc = .8419 hrs
Drainage Area = 84.330 acres Runoff CN= 75
--------------------------------------------
--------------------------------------------
Computational Time Increment = .11225 hrs
Computed Peak Time = 12.6842 hrs
Computed Peak Flow = 13.47 cfs
Time Increment for HYG File = .0500 hrs
Peak Time;-1-nterpolated Output = 12.7000 hrs
Peak Flow, Interpolated Output = 13.42 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:None Selected
CN = 75
Area = 84.330 acres
S = 3.3333 in
0.25 = .6667 in
Cumulative Runoff
-------------------
.3908 in
2.746 ac-ft
HYG Volume... 2.746 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.84187
hrs (ID: J1)
Computational Incr,
Tm =
.11225
hrs = 0.20000 Tp
Unit Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
113.50
cfs
Unit peak time
Tp =
.56125
hrs
Unit receding limb,
Tr =
2.24499
hrs
Total unit time,
Tb =
2.80624
hrs
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.02
Name.... J1 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 vear stnrm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J1 100yr
Tc = .8419 hrs
Drainage Area = 84.330 acres Runoff CN= 75
Computational Time Increment = _1122S hrs
Computed Peak Time = 12.5719 hrs
Computed Peak Flow = 292.38 cfs
Time Increment for HYG File = .0500 hrs
Peak Time,-erpolated Output = 12.5500 hrs
Peak Flow, Interpolated Output = 290.27 cfs
DRAINAGE AREA
ID:None Selected
CN = 75
Area = 84.330 acres
S = 3.3333 in
0.2S = .6667 in
Cumulative Runoff
------------------
6.8772 in
48.329 ac-ft
HYG Volume... 48.330 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.84187
hrs (ID: J1)
Computational Incr,
Tm =
.11225
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak,
qp =
113.50
cfs
Unit peak time
Tp =
.56125
hrs
Unit receding limb,
Tr =
2.24499
hrs
Total unit time,
Tb =
2.80624
hrs
S/N: C21705506A87 Talbert & Bright
'rondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... J1 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J1 10yr
Tc = .8419 hrs
Drainage Area = 84.330 acres Runoff CN= 75
Computational Time Increment = .11225 hrs
Computed Peak Time = 12.5719 hrs
Computed Peak Flow = 177.74 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Inteated Output = 12.6000 hrs
Peak Flow, Interpolated Output = 176.29 cfs
DRAINAGE AREA
ID:None Selected
CN = 75
Area = 84.330 acres
S = 3.3333 in
0.25 = .6667 in
Cumulative Runoff
4.1494 in
29.160 ac-ft
HYG Volume... 29.161 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.84187
hrs (ID: J1)
Computational
Incr,
Tm =
.11225
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
113.50
cfs
Unit
peak time
Tp =
.56125
hrs
Unit
receding limb,
Tr =
2.24499
hrs
Total
unit time,
Tb =
2.80624
hrs
S/N: C21705506A87 Talbert & Bright
rondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

a
Type.... SCS Unit Hyd. Summary Page 4.04
Name.... J1 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J1 25yr
Tc = .8419 hrs
Drainage Area = 84.330 acres Runoff CN= 75
Computational Time Increment = .11225 hrs
Computed Peak Time = 12.5719 hrs
Computed Peak Flow = 217.56 cfs
Time Increment for HYG File = .0500 Mrs
Peak Time, Interpvbrted Output =- 1:2.5500 hrs
Peak Flow, Interpolated Output = 215.76 cfs
DRAINAGE AREA
ID:None Selected
CN = 75
Area = 84.330 acres
S = 3.3333 in
0.2S = .6667 in
Cumulative Runoff
-------------------
5.0868 in
35.748 ac-ft
HYG Volume... 35.748 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.84187
hrs (ID: J1)
Computational Incr,
Tm =
.11225
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
113.50
cfs
Unit
peak time
Tp =
.56125
hrs
Unit
receding limb,
Tr =
2.24499
hrs
Total
unit time,
Tb =
2.80624
hrs
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.05
Name.... J1 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J1 2yr
Tc = .8419 hrs
Drainage Area = 84.330 acres Runoff CN= 75
Computational Time Increment = .11225 hrs
Computed Peak Time = 12.5719 hrs
Computed Peak Flow = 86.65 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpol tput = 12.6000 hrs
Peak Flow, Interpolated Output = 86.26 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:None Selected
CN = 75
Area = 84.330 acres
S = 3.3333 in
0.2S = .6667 in
Cumulative Runoff
-------------------
2.0504 in
14.409 ac-ft
HYG Volume... 14.409 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.84187
hrs (ID: J1)
Computational
Incr,
Tm =
.11225
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
113.50
cfs
Unit
peak time
Tp =
.56125
hrs
Unit
receding limb,
Tr =
2.24499
hrs
Total
unit time,
Tb =
2.80624
hrs
S/N: C21705506A87 Talbert & Bright
FondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

j Type.... SCS Unit Hyd. Summary Page 4.06
Name.... J2 Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
t
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: year storm
Duration = 24.0000 hrs Rain Depth = 2.0200 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J2 1" Eq
Tc = .2585 hrs
Drainage Area = 55.440 acres Runoff CN= 89
Computational Time Increment = 03447 hrs
Computed Peak Time = 12.2019 hrs
Computed Peak Flow = 48.85 cfs
Time Increment for HYG File = OSOO hrs
Peak` Time, Interpolatedt = 12.2000—hrs
E Peak —Flow, —Interpolated Output = 48.83 cfs
i
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 55.440 acres
5 = 1.2360 in
0.2S = .2472 in
Cumulative Runoff
-------------------
1.0446 in
4.826 ac ft
HYG Volume... 4.826 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.25852
hrs (ID: J2)
Computational
Incr,
Tm =
.03447
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
242.99
cfs
Unit
peak time
Tp =
.17234
hrs
Unit
receding limb,
Tr =
.68938
hrs
Total
unit time,
Tb =
.86172
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.07
Name.... J2 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Title... sw area
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J2 100yr
Tc = .2585 hrs
Drainage Area = 55.440 acres Runoff CN= 89
Computational Time Increment = .03447 hrs
Computed Peak Time = 12.1675 hrs
Computed Peak Flow = 377.98 cfs
Time
Increment -for HYG
File-
.0500
h•r-s-
Peak
Time, Interpolated
Output =
12.2000
hrs
Peak
_Flow, _Interpolated
_Output _=373_97_cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 55.440 acres
5 = 1.2360 in
0.25 = .2472 in
Cumulative Runoff
-------------------
8.6559 in
39.990 ac-ft
HYG Volume... 39.991 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
.25852
hrs (ID:
J2)
Computational Incr, Tm =
.03447
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333, K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
242.99
cfs
Unit peak time Tp =
.17234
hrs
Unit receding limb, Tr =
.68938
hrs
Total unit time, Tb =
.86172
hrs
S/N: C.217055.06A87 Talbert & Bright
i PondPack Ver: 7.0 (325) Compute
Time: 16:32:51
Date: 08-23-2004

r
Type.... SCS Unit Hyd. Summary Page 4.08
Name.... J2 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
I Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
I Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
` HYG File - ID = - J2 10yr
I Tc = .2585 hrs
Drainage Area = 55.440 acres Runoff CN= 89
IComputational Time Increment = 03A47 hrs
Computed Peak Time = 12.1675 hrs
Computed Peak Flow = 254.90 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output---l-2.2000 hrs
Peak Flow, Interpolated Output = 252.66 cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 55.440 acres
5 = 1.2360 in
0.2S = .2472 in
Cumulative Runoff
-------------------
5.7081 in
26.371 ac-ft
HYG Volume... 26.372 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.25852
hrs (ID: J2)
Computational
Incr,
Tm =
.03447
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
242.99
cfs
Unit
peak time
Tp =
.17234
hrs
Unit
receding limb,
Tr =
.68938
hrs
Total
unit time,
Tb =
.86172
hrs
S/N: C21705506A87 Talbert & Bright
rondPack Ver: 7.0 (325) Compute Time: 16:32:.51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.09
Name.... J2 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Death = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J2 25yr
Tc = .2585 hrs
Drainage Area = 55.440 acres Runoff CN= 89
Computational Time Increment = .03447 hrs
Computed Peak Time = 12.1675 hrs
Computed Peak Flow = 298.17 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolat-ed Ou'tput = 2fl00 hrs
Peak Flow, Interpolated Output = 295.30 cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area = 55.440 acres
S = 1.2360 in
0.25 = .2472 in
Cumulative Runoff
-------------------
6.7359 in
31.120 ac-ft
HYG Volume... 31.121 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.25852
hrs (ID: J2)
Computational Incr,
Tm =
.03447
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
242.99
cfs
Unit
peak time
Tp =
.17234
hrs
Unit
receding limb,
Tr =
.68938
hrs
Total
unit time,
Tb =
.86172
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.10
Name.... J2 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301.(WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J2 2yr
Tc = .2585 hrs
Drainage Area = 55.440 acres Runoff CN= 89
Computational Time .Increment = .03447 hrs
Computed Peak Time = 12.1675 hrs
Computed Peak Flow = 150.93 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12-2W-hrs
Peak Flow, Interpolated Output = 150.16 cfs
DRAINAGE AREA
ID:None Selected
CN = 89
Area 55.440 acres
S = 1.2360 in
0.25 .2472 in
Cumulative Runoff
-------------------
3.2952 in
15.224 ac-ft
HYG Volume... 15.224 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.25852
hrs (ID: J2)
Computational Incr,
Tm =
.03447
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
242.99
cfs
Unit peak time
Tp =
.17234
hrs
Unit receding limb,
Tr =
.68938
hrs
Total unit time,
Tb =
.86172
hrs
S/N: C21705506A87 Talbert & Bright
Pond Pack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.11
Name.... J3 Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: year storm
Duration = 24.0000 hrs Rain Depth = 2.0200 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J3 1" Eq
Tc = .2991 hrs
Drainage Area = 24.650 acres Runoff CN= 70
Computational Time Increment = .03988 hrs
Computed Peak Time = 12.3618 hrs
Computed Peak Flow = 3.04 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.3500st-
Peak Flow, Interpolated Output = 3.04 cfs
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 24.650 acres
S = 4.2857 in
0.2S = .8571 in
Cumulative Runoff
.2482 in
.510 ac-ft
HYG Volume... .510 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.29908
hrs (ID: J3)
Computational Incr,
Tm =
.03988
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
93.39
cfs
Unit
peak time
Tp =
.19938
hrs
Unit
receding limb,
Tr =
.79754
hrs
Total
unit time,
Tb =
.99692
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

u
Type.... SCS Unit Hyd. Summary Page 4.12
Name.... J3 Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Title... SE area
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J3 100yr
Tc = .2991 hrs
Drainage Area = 24.650 acres Runoff CN= 70
Computational Time Increment = .03988 hrs
Computed Peak Time = 12.2023 hrs
Computed Peak Flow = 122.87 cfs
Time -Increment for--HYG File — .0500 -hrs
Peak Time, Interpolated Output = 12.2000 hrs
Peak Flow, Interpolated Output = 122.59 cfs
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 24.650 acres
S = 4.2857 in
0.2S = .8571 in
Cumulative Runoff
----------------
6.2249 in
12.787 ac-ft
HYG Volume... 12.787 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.29908
hrs (ID: J3)
Computational Incr,
Tm =
.03988
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
93.39
cfs
Unit
peak time
Tp =
.19938
hrs
Unit
receding limb,
Tr =
.79754
hrs
Total
unit time,
Tb =
.99692
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

a
Type.... SCS Unit Hyd. Summary Page 4.13
Name.... J3 Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J3 10yr
Tc = .2991 hrs
Drainage Area = 24.650 acres Runoff CN= 70
Computational Time Increment = .03988 hrs
Computed Peak Time = 12.2023 hrs
Computed Peak Flow = 71.31 cfs
Time Increment for HYG File = .0500 hrs
Peak TiAe, Interpolated Output = 12.2000-hrs
Peak Flow, Interpolated Output = 71.11 cfs
DRAINAGE AREA
ID:None Selected
CN = 70
Area = 24.650 acres
S = 4.2857 in
0.2S = .8571 in
Cumulative Runoff
------------------
3.6184 in
7.433 ac-ft
HYG Volume... 7.433 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.29908
hrs (ID: J3)
Computational Incr,
Tm =
.03988
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
93.39
cfs
Unit
peak time
Tp =
.19938
hrs
Unit
receding limb,
Tr =
.79754
hrs
Total
unit time,
Tb =
.99692-
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.14
Name.... J3 Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 25yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 8.0500 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J3 25yr
Tc = .2991 hrs
Drainage Area = 24.650 acres Runoff CN= 70
Computational
Time Increment
= .03988
hrs
Computed Peak
Time
= 12.2023
hrs
Computed Peak
Flow
= 89.07
cfs
Time
Increment for HYG -File
=
.0500-
hrs
Peak
Time, Interpolated
Output
12.2000
hrs
Peak
Flow, Interpolated
Output
88.85
cfs
ID:None Selected
CN = 70
Area = 24.650 acres
S = 4.2857 in
0.2S = .8571 in
Cumulative Runoff
------------
4.5073 in
9.259 ac-ft
HYG Volume... 9.259 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.29908
hrs (ID: J3)
Computational Incr,
Tm =
.03988
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
93.39
cfs
Unit
peak time
Tp =
.19938
hrs
Unit
receding limb,
Tr =
.79754
hrs
Total
unit time,
Tb =
.99692
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... SCS Unit Hyd. Summary Page 4.15
Name.... J3 Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 2yr
SCS UNIT HYDROGRAPH METHOD
STORM FVFNT- 2 vear storm
Duration = 24.0000 hrs Rain Depth = 4.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
HYG File - ID = - J3 2yr
Tc = .2991 hrs
Drainage Area = 24.650 acres Runoff CN= 70
Computational Time Increment = .03988 hrs
Computed Peak Time = 12.2422 hrs
Computed Peak Flow = 32.06 cfs
Time Increment for HYG File = .0500 hrs
Peak Time,- Frr•polated Output = 12.2500 hrs,
Peak Flow, Interpolated Output = 31.87 cfs
DRAINAGE AREA
ID:None Selected
CN 70
Area 24.650 acres
S 4.2857 in
0.2S .8571 in
Cumulative Runoff
-------------------
1.6737 in
3.438 ac-ft
HYG Volume_ 3.438 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.29908
hrs (ID: J3)
Computational Incr,
Tm =
.03988
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
93.39
cfs
Unit
peak time
Tp =
.19938
hrs
Unit
receding limb,
Tr =
.79754
hrs
Total
unit time,
Tb =
.99692
hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Vol: Elev-Area
Name.... P 30
Page 5.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
I
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac-ft)
t 20.50
----- 0
0
.000
.000
21.50
----- 10000
10000
.077
.077
I 22.00
----- 14000
35832
.137
.214
22.20
----- 16000
44967
.069
.282
22.30
17000
49492
.038
.320
22.40
_____
18000
52493
.040
.360
22.50
----- 220137
301085
.230
.591
23.00
----- 372566
879087
3.364
3.954
f 24.00
----- 478131
1272758
9.740
13.694
j 25.00
----- 501649
1469529
11.245
24.939
26.00
----- 525371
1540393
11.788
36.727
27.00
----- 549292
1611861
12.334
49.061
27.50
----- 561329
1665899
6.374
55.435
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004
d

Type.... Outlet Input Data
Name.... PR 30
Page 6.01
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 20.50 ft
Increment = .50 ft
Max. Elev.= 27.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< ---> Forward and Reverse Both Allowed
Structure No.
-----------------
Outfall
El, ft
E2, ft
----
Culvert-Circular
-------
--- TW
---------
23:200
---------
27.500
Culvert -Circular
---> TW
23.200
27.500
Orifice -Circular
---: TW
20.500
27.500
Culvert -Circular
---• TW
23.200
27.500
TW SETUP, DS Channel
5/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Outlet Input Data
Name.... PR 30
Page 6.02
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Culvert -Circular
No. Barrels =
1
Barrel Diameter =
2.0000
ft
Upstream Invert =
23.20
ft
Dnstream Invert =
22.50
ft
Horiz. Length =
30.00
ft
Barrel Length =
30.01
ft
Barrel Slope =
.02333
ft/ft
OUTLET CONTROL DATA..
Mannings n = .0150
Ke = :2000 (forward entrance loss)
Kb = .016523 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/ ft
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.124
T2 ratio (HW/D) =
1.196
Slope Factor =
.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 25.45 ft ---> Flow = 15.55 cfs
At T2 Elev = 25.59 ft ---> Flow = 17.77 cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Outlet Input Data
Name.... PR 30
Page 6.03
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
------------------=-Culvert-Circular
No. Barrels
---------------
= 1
Barrel Diameter
= 4.5000
ft
I Upstream Invert
= 23.20
ft
Dnstream Invert
= 22.50
ft
Horiz. Length
= 30.00
ft
Barrel Length
= 30.01
ft
Barrel Slope
= .02333
ft/ft
0
OUTLET CONTROL DATA...
Mannings n
= .0150
Ke
= .2000
Kb
= .005604-
Kr
= .5000
HW Convergence
= .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.124
T2 ratio (HW/D) =
1.196
Slope Factor =
-.500
(forward entrance loss)
(per ft of ­full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 28.26 ft ---> Flow = 118.08 cfs
At T2 Elev = 28.58 ft ---> Flow = 134.95 cfs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Outlet Input Data
Name.... PR 30
Page 6.04
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type = Orifice -Circular
# of Openings = 2
Invert Elev. = 20.50 ft
Diameter = .4271 ft
Orifice Coeff. _ .632
Structure ID
Structure Type = Culvert -Circular
No. Barrels =
1
Barrel Diameter =
2.5000
t.
Upstream Invert =
23.20
ft
Dnstream Invert =
22.50
ft
Horiz. Length =
30.00
ft
Barrel Length =
30.01
ft
Barrel Slope =
.02333
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0150
Ke = .2000 (forward entrance loss)
Kb = .012271 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA.
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW/D) =
1.124
T2 ratio (HW/D) =
1.196
Slope Factor =
-.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 26.01 ft ---> Flow = 27.16 cfs
At T2 Elev = 26.19 ft ---> Flow = 31.05 cfs
S/N: C2i7OS506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Outlet Input Data
Name.... PR 30
Page 6.05
r
1
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
SiN: C2i705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Individual Outlet Curves
Name.... PR 30
Page 6.06
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
I Mannings open channel maximum capacity: 32.21 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
----------------
WS Elev.
--------------- --------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- -----
20.50
--------------------------
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
21.00
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
21.50
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
22.00
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
22.50
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
23.00
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
23.20
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
23.50
.39 Free Outfall
CRIT.DEPTH CONTROL Vh= .073ft Dcr= .213ft
24.00
2.59 Free Outfall
CRIT.DEPTH CONTROL Vh= .201ft Dcr= .560ft
24.50
6.33 Free Outfall
CRIT.DEPTH CONTROL Vh= .340ft Dcr= .891ft
25.00
11.15 Free Outfall
CRIT.DEPTH CONTROL Vh= .501ft Dcr= 1.198ft
25.50
16.36 Free Outfall
INLET CONTROL... Transition: HW =2.30
26.00
21.31 Free Outfall
INLET CONTROL... Submerged: HW =2.80
26.50
24.96 Free Outfall
INLET CONTROL... Submerged: HW =3.30
27.00
28.15 Free Outfall
INLET CONTROL... Submerged: HW =3.80
27.50
31.00 Free Outfall
INLET CONTROL... Submerged: HW =4.30
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Individual Outlet Curves
Name.... PR 30
Page 6.07
IFile.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 280.03 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
' WS Elev,Device Q Tail Water
----------------
Notes
WS Elev.
--------------- --------------------------
Q TW Elev Converge
f ft
--------
cfs ft +/-ft Computation Messages
------- --------
20.50
----- --------------------------
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
21.00
.00 Free Outfall
Upstr-eam--HW & DNstream
TW < Inv.El-
f 21.50
.00 Free Outfall
E
Upstream HW & DNstream
TW < Inv.El
22.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
22.50
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
23.00
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
23.20
.00 Free Outfall
Upstream HW & DNstream
TW < Inv.El
23.50
.59 Free Outfall
CRIT.DEPTH CONTROL Vh=
.072ft Dcr=
.213ft
CRIT.DEPTH
24.00
4.11 Free Outfall
CRIT.DEPTH CONTROL Vh=
.194ft Dcr=
.567ft
CRIT.DEPTH
24.50
10.53 Free Outfall
CRIT.DEPTH CONTROL Vh=
.320ft Dcr=
.915ft
CRIT.DEPTH
25.00
19.61 Free Outfall
CRIT.DEPTH CONTROL Vh=
.451ft Dcr=
1.259ft
CRIT.DEPTH
25.50
31.03 Free Outfall
CRIT.DEPTH CONTROL Vh=
.587ft Dcr=
1.596ft
CRIT.DEPTH
26.00
44.48 Free Outfall
CRIT.DEPTH CONTROL Vh=
.729ft Dcr=
1.925ft
CRIT.DEPTH
26.50
59.65 Free Outfall
CRIT.DEPTH CONTROL Vh=
.880ft Dcr=
2.244ft
CRIT.DEPTH
27.00
76.14 Free Outfall
CRIT.DEPTH CONTROL Vh=
1.042ft Dcr=
2.550ft
CRIT.DEPTH
27.50
93.58 Free Outfall
CRIT.DEPTH CONTROL Vh=
1.217ft Dcr=
2.839ft
CRIT.DEPTH
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Individual Outlet Curves
Name.... PR 30
Page 6.08
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
NUMBER OF OPENINGS = 2
EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING
WS Elev,Device Q
WS Elev.
Q
ft
cfs
--------
20.50
-------
.00
21.00
.78
21.50
1.29
22.00
1.65
22.50
1.94
23.00
2.20
23.20
2.29
23.50
2.42
24.00
2.63
24.50
2.83
25.00
3.01
25.50
3.18
26.00
3.34
26.50
3.49
27.00
3.64
27.50
3.78
Tail Water
--------------
TW Elev Converge
ft +/-ft
Free Outfall
Free -Gu-- f-a-11
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
--------------------------
Computation Messages
Upstream HW & DNstream TW < Inv.El
H .29-.-.
H =.79
H =1.29
H =1.79
H =2.29
H =2.49
H =2.79
H =3.29
H =3.79
H =4.29
H =4.79
H =5.29
H =5.79
H =6.29
H =6.79
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Individual Outlet Curves
Name.... PR 30
Page 6.09
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 58.41 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
----------------
WS Elev.
-----------------------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- ----- --------------------------
20.50
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
21.00
.00 Free Outfall
Upstream HW-=*­3N-stream TW < ,Inv.El
21.50
.00 Free Outfall
Upstream HW & DNstream TW < Inv.E1
22.00
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
22.50
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
23.00
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
` 23.20
.00 Free Outfall
Upstream HW & DNstream TW < Inv.El
23.50
.44 Free Outfall
P
CRIT.DEPTH CONTROL Vh= .072ft Dcr= .214ft
CRIT.DEPTH
24.00
2.94 Free Outfall
CRIT.DEPTH CONTROL Vh= .198ft Dcr= .562ft
CRIT.DEPTH
24.50
7.37 Free Outfall
CRIT.DEPTH CONTROL Vh= .332ft Dcr= .901ft
CRIT.DEPTH
25.00
13.29 Free Outfall
CRIT.DEPTH CONTROL Vh= .479ft Dcr= 1.226ft
CRIT.DEPTH
25.50
20.23 Free Outfall
CRIT.DEPTH CONTROL Vh= .644ft Dcr= 1.527ft
CRIT.DEPTH
1 26.00
27.04 Free Outfall
INLET CONTROL... Equ.1: HW =2.80 do=1.773
Ac=3.7225
26.50
34.93 Free Outfall
t
INLET CONTROL... Submerged: HW =3.30
4 27.00
40.41 Free Outfall
INLET CONTROL... Submerged: HW =3.80
27.50
45.23 Free Outfall
INLET CONTROL... Submerged: HW =4.30
S/N: C217055U6A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Composite Rating Curve
Name.... PR 30
Page 6.10
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
Q
ft
cfs
20.50
.00
21.00
.78
21.50
1.29
22.00
1.65
22.50
1.94
23.00
2.20
23.20
2.29
23.50
3.84
24.00
12.27
24.50
27.05
25.00
47.05
25.50
70.80
26.00
96.17
26.50
123.03
27.00
148.34
27.50
173.60
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
Free Outfall None contributing
Free Outfall
Free Outfall
Free Outfall
Free Outfall.
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfal-I
Free Outfall
Free Outfall
Free Outfall.
Free Outfall
Free Outfall
Free Outfall
S/N: C217U5506A87 "Culbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond E-V-Q Table Page 7.01
Name.... P 30
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
LEVEL POOL ROUTING DATA
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 30 IN 100yr
Outflow HYG file = NONE STORED - P 30 OUT 100yr
Pond Node Data = P 30
Pond Volume Data = P 30
Pond Outlet Data = PR 30
No Infiltration
INITIAL
CONDITIONS
----------------------------------
Starting
WS Elev =
20.50
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
{ Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs-=
Elevation
Outflow
Storage
Area
Infilt.
Q Total
25/t + 0
ft
-----------------------------------------------------------------------
cfs
ac-ft
sq.ft
cfs
cfs
cfs
20.SQ
00
.000
0
.00
.00
.00
f 21.00
.78
.010
2500
.00
.78
5.41
21.50
1.29
.077
10000
.00
1.29
38.33
22.00
1.G5
.214
14000
.00
1.65
105.04
` 22.50
1.94
.591
220137
.00
1.94
287.93
23.00
2.20
3.954
372566
.00
2.20
1916.12
23.20
2.29
5.711
392627
.00
2.29
2766.34
23.50
3.84
8.521
423705
.00
3.84
4128.11
24.00
12.27
13.694
478131
.00
12.27
6640.11
24.50
27.05
19.249
489819
.00
27.05
9343.58
25.00
47.05
24.939
501649
.00
47.05
12117.60
25.50
70.80
30.765
513442
.00
70.80
14960.98
26.00
96.17
36.727
525371
.00
96.17
17871.87
26.50
123.03
42.825
537265
.00
123.03
20850.44
27.00
148.34
49.061
549292
.00
148.34
23893.90
( 27.50
173.60
55.435
561329
.00
173.60
27004.15
S%N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond Routing Summary Page 7.02
Name.... P 30 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 30 IN 1" Ea
Outflow HYG file = NONE STORED - P 30 OUT 1" Eq
Pond Node Data = P 30
Pond Volume Data = P 30
Pond Outlet Data = PR 30
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 20.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 54.81 cfs at 12.2000Thrs
Peak Outflow = 2.29 cfs at 20.2500 hrs
-----------------------------------------------------
Peak Elevation = 23.19 ft
Peak Storage = 5.614 ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 8.082
- Infiltration = .000
- HYG Vol OUT = 8.082
- Retained Vol = -----_000
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: C2170550GA87 Talbert & Bright
r
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond Routed HYG (total out) Page 7.03
Name.... P 30 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = P 30 OUT
HYG Tag = 1" Eq
-----------------------------------
Peak Discharge = 2.28 cfs
Time to Peak = 20.2500 hrs
HYG Volume = 8.082 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs
--------- 1--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
8.3500
.00
.00
.00
.00
.01
8.6000
.01
.02
.04
.05
.06
8.8500
.08
.10
.12
.14
.16
9
.18
.21
--:23
.26
.28
4350
.31
.34
.37
.40
.43
00
.46
.49
.53
.56
.59
9.8500
.63
.67
.71
.74
.78
10.1000
.78
.79
.80
.80
.81
10.3500
.83
.84
.85
.87
.89
10.6000
.91
.93
.95
.98
1.00
10.8500
1.03
1.06
1.09
1.13
1.16
11.1000
1.20
1.24
1.28
1.30
1.32
11.3500
1.34
1.36
1.39
1.42
1.45
11.6000
1.48
1.53
1.58
1.65
1.67
11.8500
1.71
1.75
1.80
1.87
1.94
12.1000
1.95
1.97
1.98
2.00
2.02
12.3500 1
2.03
2.05
2.06
2.07
2.08
12.6000
2.09
2.10
2.11
2.12
2.12
12.8500
2.13
2.14
2.14
2.15
2.16
13.1000
2.16
2.17
2.17
2.17
2.18
13.3500
2.18
2.19
2.19
2.19
2.20
13.6000
2.20
2.20
2.20
2.20
2.21
13.8500
2.21
2.21
2.21
2.21
2.22
14.1000
2.22
2.22
2.22
2.22
2.22
14.3500 1
2.23
2.23
2.23
2.23
2.23
14.6000 1
2.23
2.23
2.23
2.24
2.24
14.8500 1
2.24
2.24
2.24
2.24
2.24
15.1000 1
2.24
2.25
2.25
2.25
2.25
15.3500 1
2.25
2.25
2.25
2.25
2.25
15.6000 1
2.25
2.26
2.26
2.26
2.26
15.8500 1
2.26
2.26
2.26
2.26
2.26
16.1000 1
2.26
2.26
2.26
2.26
2.26
16.3500 1
2.27
2.27
2.27
2.27
2.27
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond Routed HYG (total out) Page 7.04
Name.... P 30 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time
Output Time
increment = .0500 hrs
hrs Time
---------I------------------------------------------------------,--------
on left
represents
time for first
value in
each row.
16.6000
2.27
2.27
2.27
2.27
2.27
16.8500 I
2.27
2.27
2.27
2.27
2.27
17.1000
2.27
2.27
2.27
2.27
2.27
17.3500
2.27
2.28
2.28
2.28
2.28
17.6000
2.28
2.28
2.28
2.28
2.28
17.8500
2.28
2.28
2.28
2.28
2.28
18.1000
2.28
2.28
2.28
2.28
2.28
18.35001
2.28
2.28
2.28
2.28
2.28
18.6000
2.28
2.28
2.28
2.28
2.28
18.8500
2.28
2.28
2.28
2.28
2.28
19.1000
2.28
2.28
2.28
2.28
2.28
19.3500
2.28
2.28
2.28
2.28
2.28
19.6000
2.28
2.28
2.28
2.28
2.28
19.8500
2.28
2.28
2.28
2.28
2.28
20.1000
2.28
2.28
2.-2-8
2.28
2.28
20.3500
2.28
2.28
2.28
2.28
2.28
20.6000
2.28
2.29
2.29
2.29
2.29
20.8500
2.29
2.29
2.29
2.29
2.29
21.1000
2.29
2.29
2.29
2.29
2.29
21.3500
2.29
2.29
2.29
2.29
2.29
21.6000
2.29
2.29
2.29
2.29
2.29
21.8500 I
2.29
2.29
2.29
2.29
2.29
22.1000
2.29
2.29
2.29
2.29
2.29
22.3500
2.29
2.28
2.28
2.28
2.28
22.6000
2.28
2.28
2.28
2.28
2.28
22.8500
2.28
2.28
2.28
2.28
2.28
23.1000 j
2.28
2.28
2.28
2.28
2.28
23.3500
2.28
2.28
2.28
2.28
2.28
23.6000
2.28
2.28
2.28
2.28
2.28
23.8500
2.28
2.28
2.28
2.28
2.28
24.1000
2.28
2.28
2.28
2.28
2.28
24.3500
2.28
2.28
2.28
2.28
2.28
24.6000
2.28
2.28
2.28
2.28
2.28
24.8500
2.28
2.28
2.28
2.28
2.27
25.1000 I
2.27
2.27
2.27
2.27
2.27
25.3500
2.27
2.27
2.27
2.27
2.27
25.6000
2.27
2.27
2.27
2.27
2.27
25.8500
2.27
2.27
2.27
2.27
2.27
26.1000
2.26
2.26
2.26
2.26
2.26
26.3500
2.26
2.26
2.26
2.26
2.26
26.6000
2.26
2.26
2.26
2.26
2.26
26.8500
2.26
2.26
2.26
2.26
2.26
27.1000
2.25
2.25
2.25
2.25
2.25
27.3500
2.25
2.25
2.25
2.25
2.25
27.6000
2.25
2.25
2.25
2.25
2.25
27.8500 !
2.25
2.25
2.25
2.25
2.25
28.1000
2.24
2.24
2.24
2.24
2.24
S/N: C21705506A87
Talbert
& Bright
PondPack Ver: 7.0
(325)
Compute
Time: 16:32:51
Date:
08-23-2004

Type.... Pond Routed HYG (total out) Page 7.05
Name.... P 30 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time
Output Time
increment = .0500 hrs
hrs Time
---------I--------------------------------------------------------------
on
left represents
time for first
value in
each row.
28.3500
2.24
2.24
2.24
2.24
2.24
28.6000
2.24
2.24
2.24
2.24
2.24
28.8500
2.24
2.24
2.24
2.24
2.24
29.1000
2.23
2.23
2.23
2.23
2.23
29.3500
2.23
2.23
2.23
2.23
2.23
29.6000
2.23
2.23
2.23
2.23
2.23
29.8500
2.23
2.23
2.23
2.23
2.23
30.1000
2.22
2.22
2.22
2.22
2.22
30.3500
2.22
2.22
2.22
2.22
2.22
30.6000
2.22
2.22
2.22
2.22
2.22
30.8500
2.22
2.22
2.22
2.22
2.22
31.1000
2.21
2.21
2.21
2.21
2.21
31.3500 (
2.21
2.21
2.21
2.21
2.21
31.6000
2.21
2.21
2.21
2.21
2.21
31.8500
2.21
2.21
2.21A
2.21
2.21
32.1000
2.21
2.20
2.20
2.20
2.20
32.3500
2.20
2.20
2.20
2.20
2.20
32.6000
2.20
2.20
2.20
2.20
2.20
32.8500
2.20
2.20
2.20
2.20
2.20
33.1000
2.20
2.19
2.19
2.19
2.19
33.3500
2.19
2.19
2.19
2.19
2.19
33.6000
2.19
2.19
2.19
2.19
2.19
33.8500
2.18
2.18
2.18
2.18
2.18
34.1000
2.18
2.18
2.18
2.18
2.18
34.3500
2.18
2.18
2.18
2.18
2.18
34.6000
2.17
2.17
2.17
2.17
2.17
34.8500
2.17
2.17
2.17
2.17
2.17
35.1000 j
2.17
2.17
2.17
2.17
2.17
35.3500
2.16
2.16
2.16
2.16
2.16
35.6000
2.16
2.16
2.16
2.16
2.16
35.8500
2.16
2.16
2.16
2.16
2.15
36.1000
2.15
2.15
2.15
2.15
2.15
36.3500 (
2.15
2.15
2.15
2.15
2.15
36.6000
2.15
2.15
2.15
2.15
2.14
36.8500
2.14
2.14
2.14
2.14
2.14
37.1000
2.14
2.14
2.14
2.14
2.14
37.3500
2.14
2.14
2.14
2.14
2.13
37.6000
2.13
2.13
2.13
2.13
2.13
37.8500
2.13
2.13
2.13
2.13
2.13
38.1000
2.13
2.13
2.13
2.13
2.12
38.3500
2.12
2.12
2.12
2.12
2.12
38.6000
2.12
2.12
2.12
2.12
2.12
38.8500
2.12
2.12
2.12
2.12
2.11
39.1000
2.11
2.11
2.11
2.11
2.11
39.3500
2.11
2.11
2.11
2.11
2.11
39.6000
2.11
2.11
2.11
2.11
2.10
39.8500
2.10
2.10
2.10
2.10
2.10
S/N: C21705506A87
Talbert & Bright
PondPack Ver: 7.0
(325)
Compute
Time: 16:32:51
Date:
08-23-2004

Type.... Pond Routed HYG (total out) Page 7.06
Name.... P 30 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES (cfs)
Time
Output Time
increment = .0500 hrs
hrs Time
---------J--------------------------------------------------------------
on
left represents
time for first
value in
each row.
40.1000
2.10
2.10
2.10
2.10
2.10
40.3500
2.10
2.10
2.10
2.10
2.10
40.6000
2.09
2.09
2.09
2.09
2.09
40.8500
2.09
2.09
2.09
2.09
2.09
41.1000
2.09
2.09
2.09
2.09
2.09
41.3500
2.08
2.08
2.08
2.08
2.08
41.6000
2.08
2.08
2.08
2.08
2.08
41.8500
2.08
2.08
2.08
2.08
2.08
42.1000
2.07
2.07
2.07
2.07
2.07
42.3500
2.07
2.07
2.07
2.07
2.07
42.6000
2.07
2.07
2.07
2.07
2.07
42.8500
2.07
2.06
2.06
2.06
2.06
43.1000
2.06
2.06
2.06
2.06
2.06
43.3500
2.06
2.06
2.06
2.06
2.06
43.6000
2.06
2.05
2.05
2.05
2.05
43.8500
2.05
2.05
2.05
2.05
2.05
44.1000
2.05
2.05
2.05
2.05
2.05
44.3500
2.05
2.05
2.04
2.04
2.04
44.6000
2.04
2.04
2.04
2.04
2.04
44.8500
2.04
2.04
2.04
2.04
2.04
45.1000
2.04
2.04
2.03
2.03
2.03
45.3500
2.03
2.03
2.03
2.03
2.03
45.6000
2.03
2.03
2.03
2.03
2.03
45.8500
2.03
2.03
2.03
2.02
2.02
46.1000
2.02
2.02
2.02
2.02
2.02
46.3500
2.02
2.02
2.02
2.02
2.02
46.6000
2.02
2.02
2.02
2.02
2.01
46.8500 I
2.01
2.01
2.01
2.01
2.01
47.1000
2.01
2.01
2.01
2.01
2.01
47.3500
2.01
2.01
2.01
2.01
2.01
47.6000
2.00
2.00
2.00
2.00
2.00
47.8500
2.00
2.00
2.00
2.00
2.00
48.1000
2.00
2.00
2.00
2.00
2.00
48.3500
2.00
1.99
1.99
1.99
1.99
48.6000
1.99
1.99
1.99
1.99
1.99
48.8500
1.99
1.99
1.99
1.99
1.99
49.1000
1.99
1.99
1.98
1.98
1.98
49.3500
1.98
1.98
1.98
1.98
1.98
49.6000
1.98
1.98
1.98
1.98
1.98
49.8500
1.98
1.98
1.98
1.97
1.97
50.1000
1.97
1.97
1.97
1.97
1.97
50.3500
1.97
1.97
1.97
1.97
1.97
50.6000
1.97
1.97
1.97
1.97
1.96
50.8500
1.96
1.96
1.96
1.96
1.96
51.1000
1.96
1.96
1.96
1.96
1.96
51.3500
1.96
1.96
1.96
1.96
1.96
51.6000 I
1.95
1.95
1.95
1.95
1.95
S/N: C21705506A87
Talbert & Bright
PondPack Ver: 7.0
(325)
Compute
Time: 16:32:51
Date:
08-23-2004

Type.... Pond Routed HYG (total out) Page 7.07
Name.... P 30 OUT Tag: 1" Eq Storm: 1" Eq
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 1" Eq
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .OSOO hrs
hrs
---------I--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
51.8500
1.95
1.95
1.95
1.95
1.95
52.1000
1.95
1.95
1.95
1.95
1.95
52.3500
1.95
1.95
1.94
1.94
1.94
52.6000
1.94
1.94
1.94
1.94
1.93
52.8500
1.92
1.92
1.91
1.90
1.90
53.1000
1.89
1.89
1.88
1.87
1.87
53.3500
1.86
1.86
1.85
1.84
1.84
53.6000
1.83
1.83
1.82
1.81
1.81
53.8500
1.80
1.80
1.79
1.79
1.78
54.1n0n
1.77
1.77
1.76
1.76
1.75
54.3500
1.75
1.74
1.73
1.73
1.72
54.6000
1.72
1.71
1.71
1.70
1.70
54.8500
1.69
1.69
1.68
1.67
1.67
55.1000
1.66
1.66
1.65
1.65
1.63
55.3500
1.61
1.60
1.58
1:•56
1.54-
55.6000
1.53
1.51
1.50
1.48
1.46
55.8500
1.45
1.43
1.42
1.40
1.39
56.1000
1.37
1.36
1.34
1.33
1.31
56.3500
1.30
1.28
1.24
1.20
1.16
56.6000
1.13
1.09
1.06
1.03
.99
56.8500
.96
.93
.90
.88
.85
57
.82
.80
.73
.52
.37
7.350
.27
.19
.13
.10
.07
000
.05
.03
.02
.02
.01
57.8500
.01
.01
.00
.00
.00
0
;)A4U�
r3lL-
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond Routing Summary Page 7.08
Name.... P 30 OUT Tag: 100yr Event: 100 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 100yr
LEVEL POOL ROUTING SUMMARY
HYG Dir
= J:\3301 (WILMINGTON)\0305
MASTER DRAINAGE PLAN\
Inflow HYG
file
= NONE STORED - P 30
IN 100yr
Outflow HYG
file
= NONE STORED - P 30
OUT 100yr
Pond Node
Data
= P 30
Pond Volume
Data
= P 30
Pond Outlet
Data
= PR 30
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.50
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
670.06
cfs at 12.2000 hrs
Peak
-----------------------------------------------------
Outflow =
158.82
cfs at 13.4000 hrs
Peak
Elevation =
27.21
ft
Peak
Storage =
51.688
ac-ft
MASS BALANCE (ac-ft)
+ Initial Vol =
+ HYG Vol IN
- Infiltration =
- HYG Vol OUT =
- Retained Vol =
Unrouted Vol =
.000
101.109
.000
101.108
.000
-.000 ac ft
(.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond Routing Summary Page 7.09
Name.... P 30 OUT Tag: 10yr Event: 10 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 10yr
i
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 30 IN 10yr
Outflow HYG file = NONE STORED - P 30 OUT 10yr
i Pond Node Data = P 30
Pond Volume Data = P 30
Pond Outlet Data = PR 30
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 20.50 ft
Starting Volume = .000 ac-ft
I Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total-'Q-out= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 424.67 cfs at 12.2000 hrs
Peak Outflow = 82.57 cfs at 13.6000 hrs
-----------------------------------------------------
Peak Elevation = 25.73 ft
Peak Storage = 33.515 ac-ft
MASS BALANCE
--------------------------
(ac-ft)
+ Initial Vol
= .000
+ HYG Vol IN
= 62.965
Infiltration
= .000
- HYG Vol OUT
= 62.965
- Retained Vol
= .000
Unrouted Vol
= -.000 ac-ft
(.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

r
Type.... Pond Routing Summary Page 7.10
Name.... P 30 OUT Tag: 25yr Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
+ Storm... TypeIII 24hr Tag: 25yr
LEVEL POOL ROUTING SUMMARY
HYG Dir
= J:\3301 (WILMINGTON)\0305
MASTER DRAINAGE PLAN\
Inflow HYG
file
= NONE STORED - P 30
IN 25yr
Outflow HYG
file
= NONE STORED - P 30
OUT 25yr
j
I Pond Node
Data
= P 30
Pond Volume
Data
= P 30
Pond Outlet
Data
= PR 30
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev =
20.50
ft
Starting Volume =
.000
ac-ft
Starting Outflow =
.00
cfs
Starting Infiltr. _
.00
cfs
Starting Total•aobt=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =
510.05
cfs at 12.2000 hrs
Peak Outflow =
-----------------------------------------------------
109.70
cfs at 13.5000 hrs
Peak Elevation =
26.25
ft
Peak Storage =
39.783
ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol =
.000
+ HYG Vol IN =
76.127
- Infiltration =
.000
- HYG Vol OUT =
76.127
- Retained Vol =
000
---_ -
Unrouted Vol =
-.000 ac-ft (.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Type.... Pond Routing Summary Page 7.11
Name.... P 30 OUT Tag: 2yr Event: 2 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 20 SOLUTION NORTH.PPW
Storm... TypeIII 24hr Tag: 2yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\
Inflow HYG file = NONE STORED - P 30 IN 2yr
Outflow HYG file = NONE STORED - P 30 OUT 2yr
Pond Node Data = P 30
Pond Volume Data = P 30
Pond Outlet Data = PR 30
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev =
20.50
ft
Starting Volume
.000
ac-ft
Starting Outflow
.00
cfs
Starti--ng Infiltr.- -
.00
cfs
r Starting Total Qout=
.00
cfs
{j Time Increment
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =
226.91
cfs at 12 2000 hrs
Peak Outflow =
-----------------
27.00
cfs at 14.7000 hrs
Peak Elevation =
-------------------------------
24.50
ft
Peak Storage =
19.229
ac-ft
i
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = 33.072
- Infiltration = .000
- HYG Vol OUT = 33.072
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

Appendix A
A-1
a
L
Index of Starting Page Numbers for ID Names
J1... 3.01, 4.01, 4.02, 4.03, 4.04,
4.05
J2... 3.03, d.06, 4.07, 4.08, 4.09,
4.10
J3... 3.05, 4.11, 4.12, 4.13, 4.14,
4.15
NHC... 2.01
----- P -----
P 30... 5.01, 7.01, 7.02, 7.03,
7.08, 7.09, 7.10, 7.11
PR 30... 6.01, 6.06, 6.10
----- W -----
Watershed 1" Eq... 1.01, 1.02, 1.03,
1.04, 1.05
S/N: C21705506A87 Talbert & Bright.
PondPack Ver: 7.0 (325) Compute Time: 16:32:51 Date: 08-23-2004

1
11
I
fl

Type.... Executive Summary (Nodes) Page 1.04
Name.... Watershed Event: 25 yr
File.... J:\3301 (WILMINGTON)\0305 MASTER DRAINAGE PLAN\AUGUST 2 SOLUTION SOUTH.PPW
Storm... TypeIII 24hr Tag: 25yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NHC.RNQ NHC
Storm Tag Name = 25yr
Description: New Hanover County Rainfall Curve Data
------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Node ID
Type
ac-ft
Trun. hrs
AREA A
AREA
20.840
12.5000
AREA B
AREA
5.957
12.4000
AREA C
AREA
9.206
12.4500
AREA D
AREA
16.192
12.6000
AREA E
AREA
23.551
12.5000
AREA F
AREA
19.603
12.6500
AREA G
AREA
16.190
12.4500
AREA H
AREA
34.591
12.5000
AREA I
AREA
22.204
12.5000
J 10
JCT
26.796
12.4500
J 20
JCT
20.839
13.9500
J 30
JCT
36.002
12.5500
J 40
JCT
52.194
12.7500
J 50
JCT
43.155
12.5500
Outfall OUT 10
JCT
167.332
R 13.8000
P 10
IN
POND
20.840
12.5000
P 10
OUT
POND
20.839
13.9500
P 20
IN
POND
168.333
12.6000
P 20
OUT
POND
167.332
R 13.8000
F-�� 5 e:,-'Z
14-7 )0c-2-
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:47:22
Qpeak Max WSEL
cfs ft
135.88
41.04
59.41
92.25
143.34
108.11
102.46 T-!�
215.80
133.11,
50.34 -- S-
22.40
106.21
188.09 --rp
249.38 - ,�'_ r cj.
220.21
135.88
2 2.40 ---r-t 24.96
843.86
220.21 16.61
STu� C AD
Date: 08-20-2004

1-1
3
Project Title: ILM SWMP Project Engineer: Eric Stumph
j:1..\0305 master drainage planUlmswpd.stm Talbert and Bright StormCAD v1.0
08/23/04 05:59:55 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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