SW8081114_HISTORICAL FILE_20090402

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
loolNO2
YYYYMMDD
t

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins Dee Freeman
Governor Director Secretary
April 2, 2009
Jeff Beaudoin
PO Box 538
Hampstead, NC 28443
Subject: State Stormwater Management Permit No. SW8 081114
Hampstead Business Park
High Density Commercial Wet Detention Pond Project
Pender County
Dear Mr. Beaudoin
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Hampstead Business Park on February 20, 2009. 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 and Session Law 2008-211. We are
forwarding Permit No. SW8 081114 dated April 2, 2009, for the construction of the subject
project.
This permit shall be effective from the date of issuance until April 2, 2019, 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 150E of the North Carolina General Statutes, and,filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Steve Pusey, or me at [phone].
--- Sincerely,
�-�s�
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/ sgp: S:\WQS\STORMWATER\PERMIT\081114.apr09
cc: Garry S. Pape, PE — GSP Consulting, PLLC
Derek Roberts - Withers & Ravenel
Pender County Building Inspections
Steve Pusey
LW ilmLl�gton-Reg io n al-Office�
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
\ Phone: [phone] \ FAX: [phone] \ Customer Service 1-877-623-6748
\\\\\\\\\\))) Internet w .nmaterquahtyorg
An Equal Oppodunity \ Affirmative Action Employer
NorthCarolina
Naturally

State Stormwater Management Systems
Permit No. SW8 081114
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Jeff Beaudoin, Owner
Hampstead Business Park
Country Club Road, Hampstead, Pender County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter
collectively referred to as the "stormwater rules') the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 2, 2019, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 594,878 square feet of
impervious area. The subdivision is permitted for eight (8) lots, each limited to a
maximum amount of built -upon area as indicated in Section 11.15 (f) of this
permit, and per approved plans.
3. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. Each lot within the subdivision, whose ownership is not retained by the
permittee, must submit a separate Offsite Stormwater Management Permit
application package to the Division of Water Quality and receive a permit prior to
any construction on the lot.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 081114
The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
b. Total Impervioul Surfaces, ft2:
Onsite, ft :
Offsite, ft2:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSl :
g. Permanent Pool Surface Areq, ft
h. Permitted Storage Volume, ft :
i. Temporary Storage Elevation, FMSL:
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs:
k. Controlling Orifice:
I. Orifice flowrate, cfs:
M. Permitted Forebay Volume, ft3:
n. Fountain Horsepower
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
27.5
1,197, 901
0
594,878
594,878
0
1.5
4.0
90%
27.2
91,244
170,524
28.85
2.634
5"0 pipe
0.49
67,569
1 hp
UT Old Topsail Creek / CPF
18-87-12
"SA; HQW" (outside '/z mile)
No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage
feature (such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
The permittee is responsible for verifying that the proposed built -upon area for
the entire lot does not exceed the maximum allowed by this permit. Once the lot
transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon
area limit is transferred to the individual property owner.
If an Architectural Review Board or Committee is set up by the permittee to
review plans for compliance with the BUA limit, the plans reviewed must include
all proposed built -upon area. Any approvals given by the Board do not relieve the
homeowner of the responsibility to maintain compliance with the permitted BUA
limit.
4. The 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.
5. 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.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 081114
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further development, subdivision, acquisition, or sale of any, 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.
7. The permittee shall submit for approval, final site layout and grading plans for
any permitted future development areas shown on the approved plans, prior to
construction.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
13. Records of maintenance activities must be kept by the permittee. The records
will indicate the date, activity, name of person performing the work and what
actions were taken.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 081114
14. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
15. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 081114, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina,
Division of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is listed in the table below:
TRACT#
LOT AREA
s
BUA
(sf)
1
206,911
117,500
2
130,766
84,656
3
130,762
84,653
4
162,363
20,000
5
113,144
73,247
6
113,153
73,253
7
60,772
39,343
8
60,772
39,343
TOTAL
978,643
531,995
This allotted amount includes any built -upon area constructed within the
lot property boundaries, and that portion of the right-of-way between the
front lot line and the edge of the pavement. Built upon area includes, but
is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
g. For those lots within CAMA's Area of Environmental Concern, where DCM
calculates a different maximum lot built -upon area, the governing lot BUA
shall be the most restrictive of the two numbers.
h. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
i. Built -upon area in excess of the permitted amount will require a permit
modification.
j. Each lot within the subdivision, whose ownership is not retained by the
permittee, must submit a separate Offsite Stormwater Management
Permit application package to the Division of Water Quality and receive a
permit prior to any construction on the lot.
k. If permeable pavement credit is allowed, the property owner must submit
a request, with supporting documentation, to the permittee and receive
approval prior to construction of BUA.
I. A 50' wide vegetated buffer must be provided adjacent any impounded
structures, streams, rivers and tidal waters on each lot. No built -upon area
is allowed within this buffer.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 081114
16. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee,
the deed book number and page, and the stamp/signature of the Register of
Deeds.
17. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
18. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
C. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is 1 horsepower.
19. If permeable pavement credit is desired, the permittee must submit a request to
modify the permit to incorporate such language as required by the Division of
Water Quality. The request to modify must include a soils report identifying the
type of soil, the Seasonal High Water Table elevation and the infiltration rate.
Upon the successful completion of a permit modification, the individual lot
owners that request to utilize permeable pavements must submit the necessary
forms and documentation to the permittee and receive approval prior to
construction of the permeable pavement.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on
its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be requires} by this Division, such as the construction of
additional or replacement stormwater management systems.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 081114
6. 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.
The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit,, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 2nd day of April, 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

DWQ USE ONLY
' Date Received
Fee Paid
Permit Number
/ -/O - 1/117
1sol. 00 -46 to a &
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):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Jeff Beaudoin -Owner
3. Mailing Address for person listed in item 2 above:
City:Hampstead State:NC Zip:28443
Phone: (910 ) 547-3781 Fax: (910 ) 790-5917
Email:[e-mail]
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Hampstead Business Park
5. Location of Project (street address):
City:Hampstead County:Pender Zip:
6. Directions to project (from nearest major intersection):
From Wilmington follow 17N, take right on Country Club Road project site is approximately ] 5 miles on the
7. Latitude:34° 23' 30" N Longitude:77° 39' 50" W of project
8. Contact person who can answer questions about the project:
Name:Garry S. Pape, P.E. Telephone Number: (910 1 256-9277
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
/1 -
❑Renewal ❑Modification
Form SWU-101 Version 09.25.08 Page I of

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 ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Industrial Stormwater
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.
This project drains to and is within 1/2-mile of SA waters, therefore the primary stormwater management device
will be a wet detention pond. The volume generated from the difference in the pre & post for the 1-yr storm will
be treated by this facility and the drawdown runoff will be directed to an infiltration area.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Property Area: 28.55 acres 4. Total Coastal Wetlands Area: 0.00 acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area**:28.55 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA): 78 %
7. How many drainage areas does the project have?1
8. 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.
For high density projects, complete the table with one drainage area for each engineered stormwater device.
Basin Information -
Drainage Area 1
Drainage Area'2
Receiving Stream Name
UT to Old Topsail Creek
Stream Class & Index No.
SA;18-87-12
Total Drainage Area (sf)
1,197,901
On -site Drainage Area (sf)
1,197,901
Off -site Drainage Area (so
0
Existing Impervious* Area (sf)
0
Proposed Impervious*Area (so
594,878
% Impervious* Area (total)
49.7
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
See Attached
On -site Streets (sf)
54,527
On -site Parking (so
See Attached
On -site Sidewalks (so
8,356
Other on -site (so
531,995 (See Attached)
Off -site (sf)
0
Total (so:
594,878
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be caludated to exclude Coastal Wetlands from use When calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BUA).
Form SWU-101 Version 09.25.08 Page 2 of 4

9. How was the off -site impervious area listed above derived?
Projects in Union County: Contact the DWQ Central Office staff to check to see ifyou project is located
within a Threatened & Endangered Species watershed that may he subject to more stringent stornnrater
regaireinems.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property 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.
Forms can be downloaded from htto://h2o.enr.state.nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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 NC DWQ 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 Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from htto://h2o.enr.state.nc.us/su/bmp forms.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08 Page 3 of

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps htm)
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
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):Withers & Ravenel, Inc
Mailing Address:1410 Commonwealth Drive, Unit 101
City:Wilmington State:NC Zip:28403
Phone: (910 ) 256-9277 Fax: (910 ) 256-2584
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Infonnation, item 2) Leff Beaudoin
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 .1000000... (/
givnahire- / YJ,////J /��� r)a l'a 11� �I 0%
Form SWUA01 Version 09.25.08 Page 4 of

WITHERS RAVEN®f!L'0PE§j02009maoFY ANswrm
ENGINEERS IPLANNERS ISURVEYORS
1430 Commonwealth Drive, Suite ioi
WILMINGTON, NORTH CAROLINA, 28403
[phone]
FAX [phone]
TO: Steve Pusey
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 284o5
WE ARE SENDING YOU
❑ Shop Drawings
® Copy of Letter
DATE 02/20/0
loaNO. O3o8oZ49.00
AITEN11ON Steve Puse
PHONE#
RE Hampstead Business Park
Stormwater Permit (Conventional)
SW8o8iii
❑Attached ❑ Under separate covervia the following items:
❑ Prints S Plans ❑ Samples ❑ Specifications
❑ Change order ❑ Diskette ® Calculations
COPIES
DESCRIPTION
2
Sets of revised sheet C-3.2, C-4.2 & C-5 for state stormwater permit
2
Revised Copy of Pond calculations
2
Revised Wet Detention Supplement
AX
THESE ARE TRANSMITTED as checked below:
® For approval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
For review and aooroval.
❑ Resubmit
copies for approval
❑ Submit
copies for distribution
❑ Return
corrected prints
COPYTO: File SIGNED: - Garry S. Pape
If enclosures are not as noted, kindly notify us at once.

40. r
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
February 20, 2009
Jeff Beaudoin
PO Box 538
Hampstead, NC 28443
Subject: 2nd Request for Additional Information
Stormwater Project No. SW8 081114
Hampstead Business Park
Pender County
Dear Mr. Beaudoin:
Dee Freeman
Secretary
The Wilmington Regional Office received a revised State Stormwater Management
Permit Application for Hampstead Business Park on February 5, 2009. A preliminary
review of that information has determined that the application is not complete. The
following information is needed to continue the stormwater review:
J1. Move label for "Level Spreader Detail" directly underneath the detail.
J 2. On forebay rip -rap detail, change elevation of top of berm to 28.85'. It must
be at least equal to the temporary pool elevation to properly direct the flow
path under design conditions.
.J 3. Improve detail of forebay rip -rap on plan view of pond, showing the length and
width of the rip -rap area. Also, please clarify the elevation contours and
labels to show where it breaks from permanent pool elevation to temporary
storage elevation.
J 4. Provide weir equation for forebay rip -rap (with bottom at 27.2' and top at
28.85').
5. Please remember that a change to one number may have a domino effect on
other numbers. Please check all plans, calculations and forms and make
changes as needed.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March 13,
2009 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, email 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.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
One
Phone: [phone] FAX. [phone] Customer Service. 1-877-623-6748
North Carolina
Internet wwa.nmalerquallty, org
Naturally
ra l`[
An Equal Opportunity l Affirmative Action Employer

Jeff Beaudoin
February 20, 2009
Stormwater Application No. SW8 081114
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] or email me at [e-mail].
Sincerely,
Steves��/
Environmental Engineer
GDS/sgp: S:\WQS\STORMWATER\ADDINFO\2009\081114.feb09
cc: Garry S. Pape, Withers & Ravenel, Wilmington, NC
Steve Pusey
CWilmington_Regional-Office
Page 2 of 2

Re: New contact info
Subject: Re: New contact info
From: Steve Pusey <[e-mail]>
Date: Thu, 19 Feb 2009 16:25:36 -0500
To: [e-mail]
Garry,
Concerning the Hampstead Business Park project, I have the following comments on your submittal
drawing detail sheet C-5. Please reference the following:
1. Move label for "Level Spreader Detail" directly underneath the detail.
2. On forebay rip -rap detail, change elevation of top of berm to 28.85'. It must be at least equal to the
temporary pool elevation to properly direct the flow path under design conditions.
3. Improve detail of forebay rip -rap on plan view of pond, showing the length and width of the rip -rap
area. Also, please clarify the elevation contours and labels to show where it breaks from permanent
pool elevation to temporary storage elevation.
4. Provide weir equation for forebay rip -rap (with bottom at 27.2' and top at 28.85').
I will be sending an official "Add Info." letter to Withers & Ravenel with these comments. I suggest
that you contact them in order to obtain a copy of it.
Best regards,
Steve Posey
gpape cr,gsp-consulting.com wrote:
Steve,
Below is my new contact info. I appreciate you getting back to me and let me know if you have any
comments. Thanks. - Garry
Carry S. Pape, P.E.
GSP CONSULTING, PLLC
700 Military Cutoff Road
Suite 232
Wilmington, North Carolina 28405
703-499-3273
gp ap ena,gsp-consu l ti ng. c o m
CONFIDENTIALITY NOTICE: This e-mail may contain confidential and priviledged material for the sole use of the intended recipient(s). Any
review, use, distribution or disclosure by others is strictly prohibited. If you have received this communication in error, please notify the sender
immediately by e-mail and delete the message and any file attachments from your computer Information given or attached herewith is provided
for informational purposes only. GSP CONSULTING, PLLC cannot guarantee the accuracy of this data and assumes no responsibility for any
liability incurred by the recipient from the use of this data. Any information used for engineering or surveying purposes must be vented by a
licensed engineer or surveyor and can only be used if written permission is obtained from GSP CONSULTING, PLLC
1 of 2 2/19/2009 4:26 PM

WITHERS &i RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
1410 Commonwealth Drive, Suite ioi
WILMINGTON, NORTH CAROLINA, 28403
[phone]
FAX [phone]
TO: Steve Pusey
NC Division of Water Quality
12Z Cardinal Drive Ext.
Wilmington, NC 284o5
WE ARE SENDING YOU
❑ Shop Drawings
® Copy of Letter
❑ Attached
❑ Prints
❑ Change order
10ITITIIRZ0011MTtR7A1N� IM ly � I �TiTIrA1L�
DATE 02/0/O
10BND. o3o8o749.00
ATTENTION Steve Puse
PHONE#
RE: Hampstead Business Park
Stormwater Permit (Conventional)
SW808111
❑ Under separate cover via
the following items:
E Plans ❑ Samples ❑ Specifications
❑ Diskette ® Calculations
COPIES
DESCRIPTION
2
Sets of revised plans for state stormwater permit
2
Copies of NCDWQ calculations
2
Revised Wet Detention Supplement
i
Comment Response Letter
a vex �r
FEB 0 5 2009
R
THESE ARE TRANSMITTED as checked below:
® For approval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
and approval.
❑ Resubmit
❑ Submit
❑ Return
copies for approval
copies for distribution
corrected prints
COPY TO: Hie SIGNED: - Garry S. Pape
If enclosures are notes noted, kindly notify us at once.

HAMPSTEAD BUSINESS PARK
STORMWATER NARRATIVE
& CALCULATIONS
February 5, 2009
a SEAL
031315
Ry S
FEB 0 5 2009
BY:SW 8 GS/I 1¢
Withers & Ravenel, Inc.
1410 Commonwealth Drive, Suite 101
Wilmington, North Carolina 28403
[phone]

STORMWATER NARRATIVE
HAMPSTEAD BUSINESS PARK
PENDER COUNTY, NC
SITE DESCRIPTION
This +/- 28.55 acre site is located off Country Club Road in Pender County, North Carolina. The
site drains to existing ditches located around the property. The project will consist of the
construction of a commercial development and related site appurtenances. The proposed
drainage area for this project is 27.5 acres and the total amount of impervious area draining to the
stormwater management pond is 49.7%.
SOILS
The soils for this project consist of Leon (Hydrologic Soil Group B/D), Murville (Hydrologic
Soil Group A/D) and Onslow (Hydrologic Soil Group B) complexes. The Leon soils are poorly
drained soils on broad interstream areas, the Murville soils are very poorly drained soils in
interstream areas and depressions and the Onslow soils are moderately well drained soils on
slightly convex uplands.
STORM DRAINAGE DESIGN
The primary stormwater measure for this project is a proposed wet detention pond located in the
eastern corner of the site. The stormwater will be conveyed via overland sheet flow and a closed
conduit system to the proposed wet detention pond. Since this site is within 1/2-mile and drains to
SA waters the proposed wet detention pond is designed to control and treat the difference in
volume of runoff between the pre -development and post -development conditions for the 1-year
24-hour storm event. This volume will be drawn down within 5 days and be directed to an
infiltration area adjacent to the pond. Higher storm events will bypass the infiltration area and
drain directly to the existing ditch located on the property boundary. The site drains to an
unnamed tributary of Old Topsail Creek (classification SA) that drains to the Cape Fear River
once leaving the site by existing ditches and existing storm culverts.

Velocity Calculations for flow over Spillway
Friction Method Manning Formula
Solve For Roughness
Channel Slope
0.00500 Tuft
Normal Depth
0.29 ft
Left Side Slope
300 ft/ft (H.V)
Right Side Slope
3.00 ft/ft (H:V)
Bottom Width
50.00 ft
Discharge
23.69 ft3/s
'«C
,.., '.. `''t d ; Tr:�
-Y' } i
ri
Roughness Coefficient
0.028
Flow Area
14.75 ft-
Wetted Perimeter
51.83 ft
Top Width
51.74 ft
Critical Depth
0.19 It
Critical Slope
0.02042 ft/ft
Velocity
1.61 ft/s
Velocity Head
0.04 ft
Specific Energy
0.33 ft
Froude Number
0.53
Flow Type
Subcritical
�G9r' utaData �� ��
._' P
c TMc+
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GU,FOutputData'r
,-
+
s°
Upstream Depth
0.00 It
Profile Description
Profile Headless
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.29 ft
Critical Depth
0.19 ft
Channel Slope
0.00500 Rift
Critical Slope
002042 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
2/2/2009 10:23:43 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

HAMPSTEAD BUSINESS PARK
Drainage Area
Drainage Area
Drainage Area
Drainage Area
Impervious Area Calculation
Tract #1
Tract #2
Tract #3
Tract #4
Tract #5
Tract #6
Tract #7
Tract #8
% Impervious
Volume/Storage Calculation
DA 1 Wet Detention Pond
1,197,901 sf
27.50 ac
aSEAL
9f 9
031315 _
��'c9RR r S
;V24A
,4t f
FES 2 0 2009
BY:
Design Storm (P) 1.5 in
Schueler Method Runoff Coeff (RV) EEE0.50 RV = %IMP'0.009+0.05
Required Volume (Vreq) 1 74,411 lcf Vreq = (P/12)`RV'DA
1-Year Pre Dev. Volume
1-Year Runoff Depth 3.75 in
Rv=0.05 + 0.9 ` Ip 0.050
V=3630' Ro * Rv' A 18,717 cf
1-Year Post Dev Volume
1-Year Runoff Depth 3.75 in
Rv=0.05 + 0 9' IA 0.497
V=3630' Ro " Rv * A 186,027 cf
Required Volume (Vreq) 167,309 cf
Infiltration Calculation
System Width (W)
74.60
k
System Length (L)
140.00
it
System Area (SF)
10444
sf
Infiltration Rate (It)
2.2
m/hr
ARM Boring Location #2
System Outflow lot)
0.54
cfs
Of = It-L`W/43,200
Pond Outfall Velocity Calculations
Discharge through Outlet Pipe
9.475 cfs
Discharge through Spillway
23.69 cfs
Velocity of Outlet Pipe Discharge
1.34
O=VA
Velocity of Spillway Discharge
1 61
See Calculations
Forebay Weir Calculation
Discharge through Weir
85.27 cfs
Depth of Flow through 10' wide weir
0.67 cfs
O=CI-W3/2

CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL t
[sq ft] [cu ft] [cu ft]
22.0 46558 0 0 aQ 9
23.0 49425 47,992 47,992 = SEAL �; _
031315 -
24.0 52358 50,892 98,883
25.0 55358 53,858 152,741 FYGINE�e
.�
26.0 58424 56,891 209,632 iqR s if
27.2 65963 31,649 282,950 //� ��12���`7
7BY:
CEIVED
FOREBAYB ? 0 2009
CONTOUR INCR ACCUMCONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
24.0 16998 0 0
25.0 19552 18,275 18,275
26.0 22138 20,845 39,120
26.7 23967 16,137 55,257
27.2 25281 12,312 67,569
Ape" pool 91,244
Asnelf bottom 84,598
VOLUME Ape. pool Ashelf bottom Apond bottom Apond bottom 46,558
Total 350,519 91,244 84,598 46,558 Depth 4.7
PROVIDED FOR FOREBAY 19.3% daveage 4.13
1.5" STORAGE
CONTOUR [NCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft
27.2 91244 0 0
28.0 106062 78,922 78,922
28.85 109472 91,602 170,524

POND RELEASE TIME FOR CONTROL PIPE:
STORAGE
ORIFICE
STORAGE
OUTFLOW
RELEASE
ELEVATION
ELEVATION
VOLUME
RATE
TIME
(FT)
(FT)
(CF)
(CFS)
(HOURS)
28.85
27.20
170,524
0.487
97.3
TOTAL HOURS
DAYS
CONTROL PIPE: 5 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q= Cd*A*(2gh)^1/2
97.3
4.1
cr . r
4 SEA r'
031315
��,5C *NGINEF:e't` ��

Pond Depth Calculation
Permanent Pool Elevation =
27.2
Shelf Bottom Elevation =
26.7
Pond Bottom Elevation =
22.0
Pond Volume =
350,519
Aperm pool =
91,244
Abot_shelf =
84,598
a SEA _
0313 5 ;
P�
P Abotyond= 46,558
Depth = 4.7
daverage = [0.25X{1+Abot_shelf/Aperm_pool)]+[fAbot_Shelf+Abotyond/2)X{Depth/Abol_shelf)I
daverage = 4.13
FEB 9 0 2009

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.[(oryp'
No.t
drograph
igin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
123.691
3
726
413,629
----
------
-----
POND
2
Reservoir
34.03
3
747
399,075
1
29.14
205,170
POND
10-YEAR.gpw
Return Period: 10 Year
Thursday, Feb 5, 2009

Hydrograph Report
6
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
POND
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
I- yr
= 3 min
= 27.500 ac
= 0.0 %
= USER
= 7.06 in
= 24 hrs
Thursday, Feb 5, 2009
Peak discharge
- 12 6 cfs
Time to peak
=T2-1"0 hrs
Hyd. volume
= 413,629 cuft
Curve number
= 77`
Hydraulic length
= 0 ft
- Time of conc. (Tc)
= 5.0 min
Distribution
= Type III
Shape factor
= 484
' Composite (Area/CN) _ [(13.870 x 98) + (10.370 x 61) + (3.260 x 39)] / 27.500
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05 113.23
12.10 123.69 <<
12.15 107.09
... End
( Pnnted values >= 85.00 % of Op )

Hydrograph Report
3
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POND
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 10 yrs
= 3 min
1-POND
=�9_14 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
Storage Indication method used.
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A
(hrs) cfs ft cfs cfs cfs cfs cfs
Thursday, Feb 5, 2009
= 34' 03_cfs
= 12.45 hrs
= 399,075 cuft
= POND
= 205,170 cuft
( Pnnted values >= 85 007 of Qp)
Wr B Wr C Wr D Exfil Outflow
cfs cfs cfs cfs cfs
12.40
43.31
29.13
12.63
0.861 -----
----- 8.917
22.29 ----- ----- -----
12.45
36.89
29.14 <<
12.75
0.864 -----
----- 9.475
23.69 ----- ----- -----
12.50
30.37
29.14
12.75
0.864 -----
----- 9.448
23.62 ----- ----- -----
12.55
24.36
29.13
12.64
0.861 -----
----- 8.992
22.48 ----- ----- -----
12.60
20.11
29.12
12.49
0.858 -
8.290
2073 ----- ----- -----
... End
32.07
34.03 <<
33.93
32.33
29.87
3H l3 = L,(g2- Lf Level
to-r� s�r.ti
�'('3 �j/5 - NC
6� �rP-��fl = Ok-

Pond Report
4
Hydraflow Hydrographs
by Intelisolve v9.1
Thursday, Feb 5, 2009
Pond No.
1 - POND
Pond Data
Contours -
User -defined contour areas. Conic method used for
volume calculation. Begining
Elevation = 27.20 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour
area (scift)
Incr. Storage (cult)
Total storage (cuft)
0.00
27.20
97,614
0
0
0.80
28.00
106,062
81,439
81,439
1.80
29.00
110,038
108,033
189,472
2.80
30.00
114,070
112,037
301,509
3.80
31.00
118,159
116,097
417,606
Culvert /
Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
5.00 0.00
0.00
Crest Len (ft) =
20.00 50.00
0.00
0.00
Span (in)
= 36.00
5.00 0.00
0.00
Crest El. (ft) =
28.85 28.85
0.00
0.00
No. Barrels
= 1
1 1
0
Weir Coeff. =
3.00 3.00
3.33
3.33
Invert El. (ft) = 25.85
27.20 0.00
0.00
Weir Type =
Broad Broad
-
--
Length (ft)
= 62.00
0.00 0.00
000
Multi -Stage =
Yes No
No
No
Slope (%)
= 0.90
0.00 0.00
n/a
N-Value
= 010
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr) =
0.00 by Contour)
Multi -Stage = n/a
Yes Yes
No
TW Elev. (ft) =
0.00
Note: Culvert/Onflce outflows are analyzed under inlet hc) and outlet (oc) control Weir users checked for onflce candmons he) and submergence (s).
Stage / Storage
I Discharge Table
Stage
Storage Elevation
Clv A
Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
it
cuft ft
cfs
cfs cfs
cfs cfs
cis cfs
cfs
cfs cfs cfs
0.00
0 27.20
0.00
0.00 ---
--- 0.00
0.00 --
---
-- -- 0.00
0.08
8,144 27.28
12.31 is
0.02 is ---
--- 0.00
0.00 ---
---
-- -- 0.02
0A 6
16,288 27.36
1231 is
0.07 lc --
-- 000
0.00 ---
-
-- -- 0.07
0.24
24,432 27.44
12.31 is
0.14 is --
--- 0.00
0.00 -
--
-- --- 0.14
0.32
32,576 27.52
12.31 is
0.22 is --
- 0.00
0.00 -
-
--- --- 0.22
0.40
40,719 27.60
12.31 is
0.29 is --
-- 0.00
0.00 --
---
-- --- 0.29
0.48
48,863 27.68
12.31 lc
0.34 is --
--- 0.00
0.00 ---
---
--- -- 0.34
0.56
57,007 27.76
12.31 lc
0.39 is --
-- 0.00
0.00 ---
---
--- --- 0.39
0.64
65,151 27.84
12.31 is
0.43 is --
-- 000
0.00 ---
---
--- -- 0.43
0.72
73,295 27.92
12.31 is
0.47 is --
-- 0.00
0.00 ---
---
--- --- 0.47
0.80
81,439 28.00
12.31 is
0.50 is --
-- 0.00
0.00 --
-
-- - 0.50
0.90
92,242 28.10
12.31 is
0.55 is -
- 0.00
0.00 ---
-
- - 0.55
1.00
103,046 28.20
12.31 is
0.58 is -
- 0.00
0.00 -
--
--- - 0.58
1.10
113,849 28.30
12.31 is
0.62 is -
-- 0.00
0.00 ---
---
-- -- 0.62
1.20
124,652 28,40
12.31 is
0.65 is ---
-- 0.00
0.00 ---
---
--- -- 0.65
1.30
135,456 28.50
12.31 is
0.69 is ---
--- 0.00
0.00 ---
---
--- --- 0.69
1,40
146,259 28.60
12.31 is
0.72 is ---
-- 0.00
0.00 ---
---
--- -- 0.72
1 50
157,062 28.70
12.31 is
0.75 is -
-- 0.00
0.00
0.75
1.60
167,865 28.80
12.31 is
0.77 is --
- 0.00
0.00 ---
---
-- -- 0.77
1 70
178,669 28.90
12.31 is
0.80 is -
- 0.67
1.68
3.15
1.80
189,472 29.00
12.31 is
0.83 is -
- 3.49
8.71
13.03
1.90
200,676 29.10
12.31 is
0.85 is -
- 7.50
18.75
--- 27.10
2.00
211,879 29.20
13.41 is
0.88 is --
-- 12.42
31.06 --
-
--- --- 44.36
2.10
223,083 29.30
18.97 is
0.86 is --
- 18.11
45.28 --
---
--- --- 64.25
2.20
234,287 29.40
25.25 oc
0.77 is ---
--- 24.47
61 18 ---
---
--- -- 86.43
2.30
245,490 29.50
32.01 oc
0.56 is ---
-- 31.44
7861 --
---
--- -- 110.61
2.40
256,694 29.60
37.25 oc
0.49 is --
-- 36.76 s
9743 ---
---
-- --- 134.68
2.50
267,898 29.70
41.41 oc
0.45 is -
- 40.96 s
117.55 ---
---
-- --- 158.96
2.60
279,101 29.80
44.92 oc
0.42 is -
- 44.50 s
138.89 ---
183.80
2.70
290,305 29.90
47.96 oc
0.39 is --
- 47.57 s
161.39 --
--
- - 209.34
2.80
301,509 30.00
50.65 oc
0.36 is --
-- 50.28 s
184.99 ---
--
--- - 235.63
2.90
313,118 30.10
53.07 oc
0.34 is ---
--- 52.72 s
209.63 ---
---
--- --- 262.69
3.00
324,728 30.20
55.08 is
0.32 is ---
--- 54.76 s
235.28 ---
---
--- --- 290.36
3.10
336,338 30.30
56.45 is
0.29 is ---
-- 56.15 s
261.90 ---
---
-- -- 318.35
3.20
347,948 30.40
57 73 is
0.27 is ---
- 57.46 s
289.46 ---
--
- -- 347.19
3.30
359,557 30.50
58.93 is
0.26 is ---
-- 58.67 s
317.92 --
--
-- -- 376.84
3.40
371,167 30.60
60.08 is
0.24 is --
- 59.82 s
347.25 -
--
- --- 407.32
Continues on next page...

POND
Stage / Storage I Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
ft
Cuft
ft
Cfs
Cfs cfs
3.50
382,777
30.70
61.17 is
0.23 is --
3.60
394,386
30.80
62.23 is
0.21 is ---
3.70
405,996
30.90
63.25 is
0.20 is ---
3.80
417,606
31.00
64.24 is
0.19 is ---
...End
PrfRsr Wr A
Wr B Wr C Wr D Exfil User
cfs Cfs
Cfs cfs Cfs cfs Cfs
-- 60.94 s
377.44 --- -- -- --
-- 62.00 s
408.45 — — — --
-- 63.03 s
440.27 -- -- -- -
-- 64.04 s
472.88 -- --- --- ---
Total
Cfs
438.61
470.67
503.51
537.11

HyoraOow Storm Sewers 2008 vl2 01

Storm Sewer Tabulation- Nc`
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd I Rim Elev
Line ID
coeff
(1)
flow
full
LineFUn
Incr
Total
[nor
Total
Inlet
Syst
lope
Din
Up
Dn
Up
Din
Up
7n)(%)
(k)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(Ws)
(ft)
(ft)
(ft)
(ft)
(ft)
(k)
1
End
49
0.00
7.73
0.00
0.00
5.41
0.0
15.2
6.1
32.75
36.901
6
36
0.3.1
24.00
24.15
29.14
29.26
0.00
0.00
2-1
2
1
117
1 55
7.73
0.70
1.09
5.41
10.0
14.6
6.1
33.19
36.43
4.70
36
0.30
24.15
24.50
2953
29.82
0.00
0.00
3-2
3
2
186
1.12
6.18
0.70
0.78
4.33
10.0
13.5
6.3
27.10
36.55
3.83
36
0.30
24.50
25.06
30.10
30.41
0.00
0.00
4-3
4
3
271
2.55
5.06
0.70
179
3.54
10.0
12.0
6.5
22.90
36.48
3.24
36
0.30
25.06
25.87
30.59
30.91
0.00
0.00
5-4
5
4
366
2.51
2.51
0.70
1.76
1.76
10.0
10.0
6.8
11.86
22.49
2.42
30
0.30
25.87
26.97
31.06
31.37
0.00
0.00
6-5
Project File: NE STORM.stm
Number of lines: 5
Run Date: 02-05-2009
NOTES: Intensity = 2654.13 / (Inlet time + 55.70) ^ 1.43; Return period = 10 Yrs. ; c = cir e = ellip b = box
Hydrailow Storm Sewers 2008 v12.01

Hydraflm Storm Sewers 2008 v1201

Storm Sewer Tabulation - 9'a:rd
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
A ,
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
427
0.22
2.49
0.63
0.14
1.57
10.0
17.4
5.3
8.36
1238
2.66
24
0.30
23.43-
24.71
29.14
29.72
0.00
30.00
2-1
2
1
200
0.14
2.05
0.63
0.09
1.29
10.0
16.3
5.5
7.04
12.39
2.24
24
0.30
24.71
25.31
29.92
30.11
30.00
30.19
3-2
3
2
200
034
1.77
0.63
0.21
1.12
10.0
152
5.6
6.23
12.39
1.98
24
0.30
25.31
25.91
30.25
30.40
30.19
30.49
4-3
4
3
400
0.10
1.09
0.63
0.06
0.69
10.0
13.0
5.9
4.03
12.39
1.28
24
0.30
25.91
27.11
30.53
30.65
30.49
30.74
5-4
5
4
303
0.18
0.89
0.63
0.11
0.56
10.0
11.3
6.1
3.42
5.75
1.94
18
0.30
27.11
28.02
30.69
31.01
30.74
31.10
6-5
6
5
105
0.07
0.55
063
0.04
0.35
10.0
10.7
6.2
2.15
5.80
1.21
18
0.31
28.02
28.34
31.14
31.18
31.10
31.27
7-6
7
6
103
0.19
0.41
0.63
0.12
0.26
10.0
10.1
6.3
1.62
3.54
1.32
15
0.30
28.34
28.65
31.22
31.28
31.27
31.37
8-7
8
7
26
0.22
0.22
0.63
0.14
0.14
10.0
10.0
6.3
0.87
3.59
0.71
15
0.31
28.65
28.73
31.34
3135
31.37
31.44
9-8
9
1
26
0.22
0.22
063
0.14
014
10.0
10.0
63
0.87
3.59
0.71
15
0.31
24.71
24.79
29.99
29.99
30.00
30.07
10-2
10
2
26
0.14
0.14
0.63
0.09
0.09
10.0
100
6.3
0.56
3.59
0.45
15
0.31
25.31
25.39
30.31
30.31
30.19
30.39
11-3
11
3
26
0.34
0.34
0.63
0.21
0.21
100
10.0
6.3
1 35
3.59
1.10
15
0.31
25.91
25.99
30.53
30.54
30.49
30.63
12-4
12
4
26
0.10
0.10
0.63
0.06
0.06
10.0
10.0
6.3
0.40
3.59
032
15
0.31
27.11
27.19
30.72
30.72
30.74
3081
13-5
13
5
26
0 16
0.16
0.63
010
0.10
10.0
100
6.3
0.64
3.59
0.52
15
0.31
28.02
28.10
31.16
31.16
31.10
31 25
14-6
14
6
26
0.07
0.07
0.63
0.04
0.04
10.0
10.0
6.3
0.28
3.59
0.23
15
0.31
28.34
28.42
31.24
31.24
31.27
31.33
15-7
Project File' ROAD STORM.stm
Number of lines: 14
Run Date: 02-05-2009
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84; Return period = 10 Yrs. c = cir e = ellip b = box
Hydraflow Storm Sewers 2008 v12 01

Hydraflow Storm Sewers 2008 02.01

Storm Sewer Tabulation - 54 . Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipet
Elev
HGL Elev
Grnd I Rim Elev
Line ID
coeff
(1)
flow
full
Incr
Total
Incr
Total
Inlet
Syst
Size
SloUp
Dn
Up
Dn
Up
TLne
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(Ws)
(in)
M(ft)
(ft)
(ft)
(ft)
(ft)
1
End
85
0.69
11.48
0.70
0.48
8.15
10.0
209
5.4
44.16
108.8
2.78
54
0.3
23.263
29.14
29.18
0.00
0.00
2-1
2
1
57
0.69
10.79
0.70
0.48
7.67
10.0
20.6
5.5
41.79
78.62
333
48
0.30
23.26m
23 43
29.34
29.39
0.00
0.00
3-2
3
2
261
1.38
10.10
0.70
0.97
7.19
10.0
19.2
5.6
40.24
78.59
3.20
48
0.30
23.43 �)
24.21
29.49
29.69
0.00
0.00
4-3
4
3
430
2.10
8.72
0.70
1.47
6.22
10.0
16.8
5.9
36.48
55.13
3.79
42
0.30
24.21©
25.50 Ctj
29.93
30.50
0.00
0.00
5-4
5
4
360
1.85
6.62
0.70
1.30
4.75
10.0
14.8
6.1
28.99
36.55
4.10
36
0.30
25.501&
26.58'
30.61
31.29
0.00
0.00
6-5
6
5
295
2.22
4.77
0.70
1.55
3.45
10.0
13.2
6.3
21.81
36.61
3.09
36
0.30
26.58
27.47 b
31.53
31.85
0.00
0.00
7-6
7
6
394
2.09
2.55
0.70
1.46
1.90
10.0
11.0
6.6
12.56
36.49
1.78
36
0.30
27.47
28.65 7
32.02
32.16
0.00
0.00
8-7
8
7
174
0.46
0.46
0.95
0.44
0.44
10.0
10.0
6.8
2.95
5.74
1.67
18
0.30
28.65
29.17k
32.19
32.33
0.00
0.00
9-8
Project File: SW STORM.stm
Number of lines: 8
Run Date: 02-05-2009
NOTES: Intensity = 2654.13 1 (Inlet time + 55.70) ^ 1.43; Return period = 10 Yrs. c = cir e = ellip b = box
Hydrallm Slo. Sewers 2008 v12.01

11
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff (
251.52>
3
726
866,220
--
--
---
POND
2
Reservoir
18621
3
732
851,515
1
29.83
280,158
POND
10-YEAR.gpw
Return Period. 100 Yea
Thursday, Feb 5, 2009

Hydrograph Report
7
HydraFlow Hydrographs by Intelisolve v9.1
Hyd. No. 1
POND
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 3 min
= 27.500 ac
= 0.0 %
= USER
= 12.23 in
= 24 hrs
` Composite (Area/CN) _ 1(13.870 x 98) + (10.370 x 61) + (3.260 x 39)] / 27.500
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05 233.63
12.10 251.52 <<
12.15 215.13
...End
Thursday, Feb 5, 2009
Peak discharge = 251.52 cfs
Time to peak =
12.10 hrs
Hyd. volume =
413,629 cuft
Curve number =
77'
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.0 min
Distribution =
Type III
Shape factor =
484
( Panted values >= 85 00% of ep )

Hydrograph
•
Report
8
HydraFlow Hydrographs by Intelisolve v9.1
Thursday, Feb 5, 2009
Hyd. No. 2
POND
Hydrograph type
= Reservoir
Peak discharge
= 186.21 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.20 hrs
Time interval
= 3 min
Hyd. volume
= 399,075 cuft
Inflow hyd. No.
= 1 -POND
Reservoir name
= POND
Max. Elevation
= 29.83 ft
Max. Storage
= 280,158 cuft
Storage Indication method used
Hydrograph Discharge Table (Panted values >=W00%Ot nG)
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr Wr A
Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
cfs
12.10
251.52 << 29.71
41.60
0.447
----- ----- 41.15
118.72 ----- ----- -----
160.32
12.15
215.13
29.80
45.02
0.415
----- ----- 44.59
139.62 ----- ----- -----
184.63
12.20
163.42
29.81 <<
45.20
0.413
----- ----- 44.79
141.01 ----- ----- -----
186.21 <<
12.25
127.23
29.75
43.33
0.431
----- ----- 42.89
129.23 ----- ----- -----
172.55
End

Hydrograph Report
1
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
POND
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 3 min
= 27.500 ac
= 0.0 %
= USER
= 3.75 in
= 24 h rs
* Composite (Area/CN) _ [(13.870 x 98) + (10.370 x 61) + (3.260 x 39)] / 27 500
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
723 4004
726 45.12 <<
729 40.08
End
Thursday, Mar 26, 2009
Peak discharge
45Hc!�s
Time to peak
= 726-min
Hyd. volume
= 151,498 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type III
Shape factor
= 484
( Primed values >= 65 W% of pp )
•a SEAM �•
031315 ;
R
�GIN- '
E
0 , pP.
/�t��,/f�rJo`►

Hydrograph
Report
2
Hydraflow Hydrographs by Intelisolve v9 1
Thursday, Mar 26, 2009
Hyd. No. 2
POND
�\
= 0.6� 54
Hydrograph type
= Reservoir
Peak discharge
cfs
Storm frequency
= 1 yrs
Time to peak
= 1428 min
Time interval
= 3 min
Hyd. volume
= 139,940 cuft
Inflow hyd. No.
= 1 -POND
Reservoir name
= POND
Max. Elevation
= 28.40 ft
Max. Storage
= 124,851 cult
Storage Indication method used
Hydrograph Discharge Table (Printed values 8600%of Op)
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs cfs
825
3.846
28.13
12.31
0.557 ----- ----- -----
----- ----- ----- ----- 0.557
828
3.772
28.13
12.31
0.559 ----- ----- -----
----- ----- ----- ----- 0.559
831
3.698
28.14
12.31
0.561 ----- ----- -----
----- ----- ----- ----- 0.561
834
3.623
28.15
12.31
0.563 ----- ----- -----
----- ----- ----- ----- 0.563
837
3.547
28.15
12.31
0.565 ----- ----- -----
----- ----- ----- ----- 0.565
840
3.472
28.16
12.31
0.567 ----- ----- -----
----- ----- ----- ----- 0.567
843
3.400
28.16
12.31
0.569 ----- ----- -----
----- ----- ----- ----- 0.569
846
3.340
28.16
12.31
0.571 ----- ----- -----
----- ----- ----- ----- 0.571
849
3.295
28.17
12.31
0 572 ----- ----- -----
----- ----- ----- ----- 0.572
852
3.257
28.17
12.31
0.574 ----- ----- -----
----- ----- ----- ----- 0.574
855
3.222
28.18
12.31
0.576 ----- ----- -----
----- ----- ----- ----- 0.576
858
3,187
28.18
12.31
0.577 ----- ----- -----
----- ----- ----- ----- 0.577
861
3.152
28.19
12.31
0.579 ----- ----- -----
----- ----- ----- ----- 0.579
864
3.117
28,19
12.31
0.581 ----- ----- -----
----- ----- ----- ----- 0.581
867
3.082
28.20
12.31
0.582 ----- ----- -----
----- ----- ----- ----- 0.582
870
3.046
28.20
12.31
0.584 ----- ----- -----
----- ----- ----- ----- 0.584
873
3.010
28.20
12.31
0.585 ----- ----- -----
----- ----- ----- ----- 0.585
876
2.974
28.21
12.31
0.587 ----- ----- -----
----- ----- ----- ----- 0.587
879
2.938
28.21
12.31
0.588 ----- ----- -----
----- ----- ----- ----- 0.588
882
2.902
28.22
12.31
0.590 ----- ----- -----
----- ----- ----- ----- 0.590
885
2.866
28.22
12.31
0.591 ----- ----- -----
----- ----- ----- ----- 0.591
888
2.829
28.22
12.31
0.592 ----- ----- -----
----- ----- ----- ----- 0.592
891
2.792
28.23
12.31
0.594 ----- ----- -----
----- ----- ----- ----- 0.594
894
2.756
28.23
12.31
0.595 ----- ----- -----
----- ----- ----- ----- 0.595
897
2.719
28.23
1231
0 596 ----- ----- -----
----- ----- ----- ----- 0.596
900
2,681
28.24
12.31
0.597 ----- ----- -----
----- ----- ----- ----- 0.597
903
2.644
28.24
12.31
0.599 ----- ----- -----
----- ----- ----- ----- 0.599
906
2.607
28.24
12.31
0.600 ----- ----- -----
----- ----- ----- ----- 0.600
909
2.569
28.25
12.31
0.601 ----- ----- -----
----- ----- ----- ----- 0 601
912
2.532
28.25
12.31
0.602 ----- ----- -----
----- ----- ----- ----- 0.602
915
2.494
2825
12.31
0.603 ----- ----- -----
----- ----- ----- ----- 0.603
918
2.456
28.26
12.31
0.604 ----- ----- -----
----- ----- ----- ----- 0.604
921
2.418
2826
12.31
0.606 ----- ----- -----
----- ----- ----- ----- 0.606
924
2.380
28.26
12.31
0.607 ----- ----- -----
----- ----- ----- ----- 0.607
927
2.341
28.27
12.31
0.608 ----- ----- --
----- ----- ----- 0.608
930
2.303
28.27
12.31
0.609 ----- ----- -----
----- ----- ----- ----- 0.609
933
2.265
28.27
12.31
0.610 ----- ----- --
----- ----- ----- 0.610
936
2.226
28.27
12.31
0.611 ----- ----- -----
----- ----- ----- ----- 0,611
939
2187
28.28
12.31
0.612 ----- ----- -----
----- ----- ----- ----- 0.612
942
2.149
28.28
12.31
0.613 ----- ----- -----
----- ----- ----- ----- 0.613
Continues on next page...

3
POND
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A Wr B Wr C
Wr D Exfil Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
945
2.110
28.28
12.31
0.613 ----- ----- ----- ----- -----
----- ----- 0.613
948
2071
28.28
12.31
0.614 ----- ----- ----- ----- -----
----- ----- 0.614
951
2032
2829
12.31
0.615 ----- ----- ----- ----- -----
----- ----- 0.615
,954
1 992
28.29
12.31
0.616 ----- ----- ----- ----- -----
----- ----- 0 616
957
1.953
28.29
12.31
0.617 ----- ----- ----- ----- -----
----- ----- 0 617
960
1.914
28.29
12.31
0.618 ----- ----- ----- ----- -----
----- ----- 0.618
963
1.877
28.30
12.31
0.618 ----- ----- ----- ----- -----
----- ----- 0.618
966
1.846
28.30
12.31
0.619 ----- ----- ----- ----- -----
----- ----- 0.619
969
1.824
28.30
12.31
0.620 ----- ----- ----- ----- -----
----- ----- 0.620
972
1.806
28.30
12.31
0.620 ----- ----- ----- ----- -----
----- ----- 0.620
975
1.789
28.30
12.31
0 621 ----- ----- ----- ----- -----
----- ----- 0.621
978
1.772
28.31
12.31
0.622 ----- ----- ----- ----- -----
----- ----- 0.622
981
1.756
28.31
12.31
0 622 ----- ----- ----- ----- -----
----- ----- 0.622
984
1.739
28.31
12.31
0.623 ----- ----- ----- ----- -----
----- ----- 0.623
987
1.722
28.31
12.31
0.624 ----- ----- ----- ----- -----
----- ----- 0.624
990
1.705
28.31
12.31
0.624 ----- ----- ----- ----- -----
----- ----- 0.624
993
1.689
28.31
12.31
0.625 ----- ----- ----- ----- -----
----- ----- 0.625
996
1.672
28.32
12.31
0.626 ----- ----- ----- ----- -----
----- ----- 0.626
999
1.655
28.32
12.31
0.626 ----- ----- ----- ----- -----
----- ----- 0.626
1002
1.638
28.32
12.31
0.627 ----- ----- ----- ----- -----
----- ----- 0.627
1005
1.621
28.32
12.31
0.627 ----- ----- ----- ----- -----
----- ----- 0.627
1008
1.604
28.32
12.31
0.628 ----- ----- ----- ----- -----
----- ----- 0.628
1011
1.587
28.33
12.31
0.628 ----- ----- ----- ----- -----
----- ----- 0.628
1014
1.570
28.33
12.31
0.629 ----- ----- ----- ----- -----
----- ----- 0.629
1017
1.553
28.33
12.31
0.629 ----- ----- ----- ----- -----
----- ----- 0.629
1020
1.536
28.33
12.31
0.630 ----- ----- ----- ----- -----
----- ----- 0 630
1023
1.519
28.33
1231
0.630 ----- ----- ----- ----- -----
----- ----- 0.630
1026
1.501
28.33
12.31
0.631 ----- ----- ----- ----- -----
----- ----- 0.631
1029
1.484
28.33
12.31
0.631 ----- ----- ----- ----- -----
----- ----- 0.631
1032
1.467
28.34
1231
0.632 ----- ----- ----- ----- -----
----- ----- 0.632
1035
1.450
28.34
12.31
0.632 ----- ----- ----- ----- -----
----- ----- 0.632
1038
1.432
2834
12.31
0.633 ----- ----- ----- ----- -----
----- ----- 0.633
1041
1.415
28.34
12.31
0.633 ----- ----- ----- ----- -----
----- ----- 0.633
1044
1.398
28.34
12.31
0.634 ----- ----- ----- ----- -----
----- ----- 0.634
1047
1.380
28.34
12.31
0.634 ----- ----- ----- ----- -----
----- ----- 0.634
1050
1363
28.34
12.31
0.635 ----- ----- ----- ----- -----
----- ----- 0.635
1053
1.346
28.34
12.31
0.635 ----- ----- ----- ----- -----
----- ----- 0.635
1056
1.328
28.35
12.31
0.635 ----- ----- ----- ----- -----
----- ----- 0.635
1059
1.311
28.35
12.31
0.636 ----- ----- ----- ----- -----
----- ----- 0.636
1062
1.293
28.35
12.31
0.636 ----- ----- ----- ----- -----
----- ----- 0.636
1065
1.276
28.35
12.31
0.636 ----- ----- ----- ----- -----
----- ----- 0.636
1068
1.258
28.35
12.31
0.637 ----- ----- ----- ----- -----
----- ----- 0.637
1071
1.241
28.35
12.31
0.637 ----- ----- ----- ----- -----
----- ----- 0.637
1074
1.223
28.35
1231
0.637 ----- ----- ----- ----- -----
----- ----- 0.637
1077
1.206
28.35
12.31
0.638 ----- ----- ----- ----- -----
----- ----- 0.638
1080
1.188
28.35
12.31
0.638 ----- ----- ----- ----- -----
----- ----- 0.638
1083
1.172
28.35
12.31
0.638 ----- ----- ----- ----- -----
----- ----- 0.638
1086
1.159
28.36
12.31
0.639 ----- ----- ----- ----- -----
----- ,----- 0.639
1089
1.151
28.36
12.31
0.639 ----- ----- ----- ----- -----
----- ----- 0.639
1092
1.145
28.36
12.31
0.639 ----- ----- ----- ----- -----
----- ----- 0.639
1095
1.140
28.36
12.31
0.640 ----- ----- ----- ----- -----
----- ----- 0.640
1098
1.135
28.36
12.31
0.640 ----- ----- ----- ----- -----
----- ----- 0.640
1101
1.130
28.36
12.31
0.640 ----- ----- ----- ----- -----
----- ----- 0.640
Continues on next page...

4
.e'�,
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
1104
1.125
28.36
12.31
0.640 ----- ----- ----- ----- ----- ----- -----
0.640
1107
1.120
28.36
12.31
0.641 ----- ----- ----- ----- ----- ----- -----
0.641
1110
1.115
28.36
12.31
0.641 ----- ----- ----- ----- ----- ----- -----
0.641
1113
1.110
28.36
12.31
0.641 ----- ----- ----- ----- ----- ----- -----
0.641
1116
1.105
28.36
12.31
0.642 ----- ----- ----- ----- ----- ----- -----
0.642
1119
1.100
28.36
12.31
0.642 ----- ----- ----- ----- ----- ----- -----
0.642
1122
1.094
28.37
12.31
0.642 ----- ----- ----- ----- ----- ----- -----
0.642
1125
1.089
28.37
12.31
0.642 ----- ----- ----- ----- ----- ----- -----
0.642
1128
1.084
28.37
12.31
0.643 ----- ----- ----- ----- ----- ----- -----
0.643
1131
1.079
28.37
12.31
0.643 ----- ----- ----- ----- ----- ----- -----
0.643
1134
1.074
28.37
12.31
0.643 ----- ----- ----- ----- ----- ----- -----
0.643
1137
1.069
28.37
12.31
0.643 ----- ----- ----- ----- ----- ----- -----
0.643
1140
1.064
28.37
12.31
0.643 ----- ----- ----- ----- ----- ----- -----
0.643
1143
1.059
28.37
12.31
0.644 ----- ----- ----- ----- ----- ----- -----
0.644
1146
1.054
28.37
12.31
0.644 ----- ---- ----- ----- ----- ----- -----
0.644
1149
1.049
28.37
12.31
0.644 ----- ----- ----- ----- ----- ----- -----
0.644
1152
1.043
28.37
12.31
0.644 ----- ----- ----- ----- ----- ----- -----
0.644
1155
1.038
28.37
12.31
0.645 ----- ----- ----- ----- ----- ----- -----
0.645
1158
1.033
28.37
12.31
0.645 ----- ----- ----- ----- ----- ----- -----
0.645
1161
1.028
28.37
12.31
0.645 ----- ----- ----- ----- ----- ----- -----
0.645
1164
1.023
28.38
12.31
0.645 ----- ----- ----- ----- ----- ----- -----
0.645
1167
1.018
28.38
12.31
0.646 ----- ----- ----- ----- ----- ----- -----
0.646
1170
1.012
28.38
12.31
0.646 ----- ----- ----- ----- ----- ----- -----
0.646
1173
1.007
28.38
12.31
0.646 ----- ----- ----- ----- ----- ----- -----
0.646
1176
1.002
28.38
12.31
0.646 ----- ----- ----- ----- ----- ----- -----
0.646
1179
0.997
28.38
12.31
0.646 ----- ----- ----- ----- ----- ----- -----
0.646
1182
0.992
28.38
12.31
0.647 ----- ----- ----- ----- ----- ----- -----
0.647
1185
0.987
28.38
12.31
0.647 ----- ----- ----- ----- ----- ----- -----
0.647
1188
0.981
28.38
12.31
0.647 ----- ----- ----- ----- ----- ----- -----
0.647
1191
0.976
28.38
12.31
0.647 ----- ----- ----- ----- ----- ----- -----
0.647
1194
0.971
28.38
12.31
0.647 ----- ----- ----- ----- ----- ----- -----
0.647
1197
0.966
28.38
12.31
0.647 ----- ----- ----- ----- ----- ----- -----
0.647
1200
0.961
28.38
1231
0.648 ----- ----- ----- ----- ----- ----- -----
0.648
1203
0.955
28.38
1231
0.648 ----- ----- ----- ----- ----- ----- -----
0.648
1206
0.950
28.38
12.31
0.648 ----- ----- ----- ----- ----- ----- -----
0.648
1209
0.945
28.38
12.31
0.648 ----- ----- ----- ----- ----- ----- -----
0.648
1212
0.940
28.38
12.31
0.648 ----- ----- ----- ----- ----- ----- -----
0.648
1215
0 934
28.38
12.31
0 648 ----- ----- ----- ----- ----- ----- -----
0.648
1218
0.929
28.38
12.31
0.649 ----- ----- ----- ----- ----- ----- -----
0.649
1221
0.924
28.39
12.31
0.649 ----- ----- ----- ----- ----- ----- -----
0.649
1224
0.919
28.39
12.31
0.649 ----- ----- ----- ----- ----- ----- -----
0.649
1227
0.913
28.39
12.31
0.649 ----- ----- ----- ----- ----- ----- -----
0.649
1230
0.908
28.39
12.31
0.649 ----- ----- ----- ----- ----- ----- -----
0.649
1233
0.903
28.39
12.31
0.649 ----- ----- ----- ----- ----- ----- -----
0.649
1236
0.898
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1239
0.892
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1242
0.887
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1245
0 882
28.39
1231
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1248
0.876
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1251
0.871
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1254
0.866
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0.650
1257
0.861
28.39
12.31
0.650 ----- ----- ----- ----- ----- ----- -----
0 650
1260
0.855
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
Continues on next page...

5
POND
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
1263
0.850
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1266
0.845
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1269
0.839
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1272
0.834
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1275
0.829
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1278
0.823
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1281
0.818
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1284
0 813
28.39
12.31
0.651 ----- ----- ----- ----- ----- ----- -----
0.651
1287
0.807
28.39
1231
0.651 ----- ----- ----- ----- ----- ----- --
0.651
1290
0.802
28.39
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1293
0.797
28.39
12.31
0.652 ----- ----- ----- ----- -----
0.652
1296
0.791
28.39
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1299
0.786
28.39
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1302
0.780
28.39
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0 652
1305
0.775
28.39
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1308
0.770
28.39
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1311
0.764
28.40
12.31
0.652 ----- ----- ----- ----- -----
0.652
1314
0.759
28.40
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1317
0.754
28.40
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1320
0.748
28.40
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1323
0.976
28.40
12.31
0.652 ----- ----- ----- ----- ----- ----- -----
0.652
1326
1.215
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1329
1.077
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1332
0.933
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1335
0.781
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1338
0.777
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1341
0.773
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1344
0.769
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1347
0.765
28.40
12.31
0.653 ----- ----- ----- ----- ----- ----- -----
0.653
1350
0.761
28.40
12.31
0.654 ----- -- ----- ----- ----- -----
0.654
1353
0.757
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1356
0.753
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1359
0.749
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1362
0.745
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1365
0.741
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1368
0.737
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0 654
1371
0.733
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1374
0.729
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1377
0.725
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1380
0.721
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1383
0.717
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1386
0.713
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1389
0.709
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1392
0.705
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1395
0 701
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1398
0.697
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1401
0.693
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1404
0.689
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1407
0.685
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1410
0.681
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1413
0.677
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1416
0.673
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
1419
0.668
28.40
12.31
0.654 ----- ----- ----- ----- ----- ----- -----
0.654
Continues on next page...

11
POND
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Civ C PfRsr Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs cfs
1422
0.664
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1425
0.660
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1428
0.656
28.40
<<
12.31
0.654 ----- ----- -----
----- - ----- ----- ----- 0.654 «
1431
0 652
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1434
0.648
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1437
0.644
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1440
0.640
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1443
0.510
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1446
0.254
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1449
0.085
28.40
12.31
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1452
0.000
28.40
1231
0.654 ----- ----- -----
----- ----- ----- ----- 0.654
1455
0.000
28.40
1231
0.653 ----- ----- -----
----- ----- ----- ----- 0.653
1458
0.000
28.40
12.31
0.653 ---- ----- -----
----- ----- ----- ----- 0.653
1461
0.000
28.40
12.31
0.652 ----- ----- -----
----- ----- ----- ----- 0.652
1464
0.000
28.40
12.31
0.652 ----- ----- -----
----- ----- ----- ----- 0.652
1467
0.000
28.39
12.31
0.652 ----- ----- -----
----- ----- ----- ----- 0.652
1470
0.000
28.39
12.31
0.651 ----- ----- -----
----- ----- ----- ----- 0.651
1473
0.000
28.39
12.31
0.651 ----- ----- -----
----- ----- ----- ----- 0.651
1476
0.000
28.39
12.31
0.651 ----- ----- -----
----- ----- ----- ----- 0.651
1479
0.000
28.39
12.31
0.650 ----- ----- -----
----- ----- ----- ----- 0 650
1482
0.000
28.39
12.31
0.650 ----- ----- -----
----- ----- ----- ----- 0.650
1485
0.000
28.39
12.31
0.649 ----- ----- -----
----- ----- ----- ----- 0.649
1488
0.000
28.39
12.31
0.649 ----- ----- -----
----- ----- ----- ----- 0.649
1491
0.000
28.39
12.31
0.649 ----- ----- -----
----- ----- ----- ----- 0 649
1494
0.000
28.38
12.31
0.648 ----- ----- -----
----- ----- ----- ----- 0.648
1497
0.000
28.38
12.31
0.648 ----- ----- -----
----- ----- ----- ----- 0.648
1500
0.000
28.38
12.31
0.648 ----- ----- -----
----- ----- ----- ----- 0 648
1503
0 000
28.38
12.31
0.647 ----- ----- -----
----- ----- ----- ----- 0 647
1506
0.000
28.38
1231
0.647 ----- ----- -----
----- ----- ----- ----- 0.647
1509
0.000
28.38
12.31
0.647 ----- ----- -----
----- ----- ----- ----- 0.647
1512
0.000
28.38
12.31
0.646 ----- ----- -----
----- ----- ----- ----- 0.646
1515
0.000
28.38
12.31
0.646 ----- ----- -----
----- ----- ----- ----- 0.646
1518
0.000
28.38
12.31
0.645 ----- ----- -----
----- ----- ----- ----- 0.645
1521
0.000
28.37
12.31
0.645 ----- ----- -----
----- ----- ----- ----- 0.645
1524
0.000
28.37
12.31
0.645 ----- ----- -----
----- ----- ----- ----- 0.645
1527
0.000
28.37
12.31
0.644 ----- ----- -----
----- ----- ----- ----- 0.644
1530
0.000
28.37
12.31
0.644 ----- ----- -----
----- ----- ----- ----- 0.644
1533
0.000
28.37
12.31
0.644 ----- ----- -----
----- ----- ----- ----- 0.644
1536
0.000
28.37
12.31
0.643 ----- ----- -----
----- ----- ----- ----- 0.643
1539
0.000
28.37
1231
0.643 ----- ----- -----
----- ----- ----- ----- 0.643
1542
0.000
28.37
12.31
0.643 ----- ----- -----
----- ----- ----- ----- 0.643
1545
0.000
28.37
12.31
0.642 ----- ----- -----
----- ----- ----- ----- 0.642
1548
0.000
28.36
12.31
0.642 ----- ----- -----
----- ----- ----- ----- 0.642
1551
0.000
2836
12.31
0.641 ----- ----- -----
----- ----- 0.641
1554
0.000
28.36
12.31
0.641 ----- ----- -----
----- ----- ----- ----- 0.641
1557
0 000
28.36
12.31
0.641 ----- ----- -----
----- ----- ----- ----- 0.641
1560
0.000
28.36
12.31
0.640 ----- ----- -----
----- ----- ----- ----- 0.640
1563
0.000
28.36
12.31
0.640 ----- ----- -----
----- ----- ----- ----- 0.640
1566
0.000
28.36
12.31
0.640 ----- ----- -----
----- ----- ----- ----- 0.640
1569
0.000
28.36
12.31
0.639 ----- ----- -----
----- ----- ----- ----- 0.639
1572
0.000
28.36
12.31
0.639 ----- ----- -----
----- ----- ----- ----- 0.639
1575
0.000
28.36
12.31
0.639 ----- ----- -----
----- ----- ----- ----- 0.639
1578
0.000
28.35
12.31
0.638 ----- ----- -----
----- ----- ----- ----- 0.638
Continues on next page...

7
POND
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs cfs
1581
0.000
28.35
12.31
0.638 ----- ----- -----
----- ----- ----- ----- 0.638
1584
0.000
28.35
12.31
0.637 ----- ----- -----
----- ----- ----- ----- 0.637
1587
0.000
28.35
12.31
0.637 ----- ----- -----
----- ----- ----- ----- 0.637
1590
0 000
28.35
12.31
0.637 ----- ----- -----
----- ----- ----- ----- 0.637
1593
0 000
28.35
12.31
0.636 ----- ----- -----
----- ----- ----- ----- 0.636
1596
0.000
28.35
12.31
0.636 ----- ----- -----
----- ----- ----- ----- 0.636
1599
0.000
28.35
12.31
0.636 ----- ----- -----
----- ----- ----- ----- 0.636
1602
0.000
28.35
12.31
0.635 ----- ----- -----
----- ----- ----- ----- 0.635
1605
0 000
28.34
12.31
0.635 ----- ----- -----
----- ----- ----- ----- 0.635
1608
0.000
28.34
12.31
0.635 ----- ---- -----
----- ----- ----- ----- 0.635
1611
0.000
28.34
12.31
0.634 ----- ----- -----
----- ----- ----- ----- 0.634
1614
0.000
28.34
12.31
0.634 ----- ----- -----
----- ----- ----- ----- 0.634
1617
0.000
28.34
12.31
0.634 ----- ----- -----
----- ----- ----- ----- 0.634
1620
0 000
28.34
12.31
0.633 ----- ----- -----
----- ----- ----- ----- 0.633
1623
0.000
28.34
12.31
0.633 ----- ----- -----
----- ----- ----- ----- 0.633
1626
0.000
28.34
12.31
0.632 ----- ----- -----
----- ----- ----- ----- 0.632
1629
0.000
28.34
12.31
0.632 ----- ----- -----
----- ----- ----- ----- 0.632
1632
0.000
28.34
12.31
0.632 ----- ----- -----
----- ----- ----- ----- 0.632
1635
0.000
28.33
12.31
0.631 ----- ----- -----
----- ----- ----- ----- 0.631
1638
0.000
28.33
12.31
0.631 ----- ----- -----
----- ----- ----- ----- 0.631
1641
0.000
28.33
12.31
0.631 ----- ----- -----
----- ----- ----- ----- 0.631
1644
0.000
28.33
12.31
0.630 ----- ----- -----
----- ----- ----- ----- 0.630
1647
0.000
28.33
12.31
0.630 ----- ----- -----
----- ----- ----- ----- 0.630
1650
0.000
28.33
12.31
0.630 ----- ----- -----
----- ----- ----- ----- 0.630
1653
0.000
28.33
12.31
0 629 ----- ----- -----
----- ----- ----- ----- 0.629
1656
0.000
28.33
12.31
0.629 ----- ----- -----
----- ----- ----- ----- 0.629
1659
0.000
28.33
12.31
0.629 ----- ----- -----
----- ----- ----- ----- 0.629
1662
0.000
28.32
12.31
0 628 ----- ----- -----
----- ----- ----- ----- 0.628
1665
0.000
28.32
12.31
0.628 ----- ----- -----
----- ----- ----- ----- 0.628
1668
0.000
28.32
12.31
0.628 ----- ----- -----
----- ----- ----- ----- 0.628
1671
0 000
28.32
12.31
0.627 ----- ----- -----
----- ----- ----- ----- 0.627
1674
0.000
28.32
12.31
0.627 ----- ----- -----
----- ----- ----- ----- 0.627
1677
0.000
28.32
12.31
0.626 ----- ----- -----
----- ----- ----- ----- 0.626
1680
0.000
28.32
12.31
0.626 ----- ----- -----
----- ----- ----- ----- 0.626
1683
0.000
28.32
12.31
0.626 ----- ----- -----
----- ---- ----- ----- 0.626
1686
0.000
28.32
12.31
0.625 ----- ----- -----
----- ----- ----- ----- 0.625
1689
0.000
28.32
12.31
0.625 ----- ----- -----
----- ----- ----- ----- 0.625
1692
0.000
28.31
12.31
0.625 ----- ---- -----
----- ----- ----- ----- 0.625
1695
0 000
28.31
12.31
0.624 - ----- ----- -----
----- ----- ----- ----- 0.624
1698
0.000
28.31
12.31
0.624 ----- ----- -----
----- ----- ----- ----- 0.624
1701
0.000
28.31
12.31
0.624 ----- ----- -----
----- ----- ----- ----- 0.624
1704
0.000
28.31
12.31
0.623 ----- ----- -----
----- ----- ----- ----- 0.623
1707
0.000
2831
12.31
0.623 ----- ----- -----
----- ----- ----- ----- 0.623
1710
0.000
28.31
12.31
0.623 ----- ----- -----
----- ----- ----- ----- 0.623
1713
0.000
28.31
12.31
0.622 -- -----
----- ----- ----- ----- 0.622
1716
0.000
28.31
12.31
0.622 ----- ----- -----
----- ----- ----- ----- 0.622
1719
0.000
28.30
12.31
0.622 ----- ----- -----
----- ----- ----- ----- 0.622
1722
0.000
28.30
12.31
0.621 ----- ----- -----
----- ----- ----- ----- 0.621
1725
0.000
28.30
12.31
0.621 ----- ----- -----
----- ----- ----- ----- 0.621
1728
0.000
28.30
12.31
0.620 ----- ----- -----
----- ----- ----- ----- 0.620
1731
0.000
28.30
12.31
0.620 ----- ----- -----
----- ----- ----- ----- 0.620
1734
0.000
28.30
12.31
0.620 ----- ----- -----
----- ----- ----- ----- 0.620
1737
0.000
28.30
12.31
0 619 ----- ----- -----
----- ----- ----- ----- 0.619
Continues on next page...

Pond Report
12
Hydraflow Hydrographs by Intelisolve v9.1 Thursday, Mar 26, 2009
Pond No. 1 - POND
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 27 20 it
Stage / Storage Table
Stage (ft)
Elevation (it)
0.00
27.20
0.80
28.00
1 80
29.00
280
30.00
380
31 00
Culvert / Orifice Structures
Contour area (scift) Incr. Storage (cuft) Total storage (cult)
97,614 0 0
106,062 81,439 81,439
110,038 108,033 189,472
114,070 112,037 301,509
118,159 116,097 417,606
Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)
= 3600
5.00
0.00
0.00
Crest Len (it)
= 20.00
50.00
0.00
0.00
Span (in)
= 3600
5.00
0.00
000
Crest El. (ft)
= 28.85
28.85
000
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.00
3.00
333
3.33
Invert El. (ft)
= 25.85
27.20
0.00
0.00
Weir Type
= Broad
Broad
--
---
Length (ft)
= 62.00
0.00
0.00
000
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.90
0.00
0.00
nia
N-Value
= 010
.013
.013
nia
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exftl.(in/hr)
= 0 000 (by Contour)
Multi -Stage
= nta
Yes
Yes
No
TW Elev. (ft)
= 000
Note CuN.M(DrRce outflow are analyzed under inlet (n) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Chi 8
Clv C
PrfRsr Wr A
Wr B
Wr C Wr D Exftl
User Total
It
cult
ft
cfs
cis
cis
cfs cfs
cfs
cis cfs cis
cfs cis
0.00
0
27.20
0.00
000
---
-- 000
000
--- -- ---
-- 0.00
008
8,144
2728
12.31 is
0 02 lc
---
-- 000
0.00
--- -- ---
-- 0.02
016
16,288
27.36
12.31 is
0 07 lc
---
-- 000
000
--- -- --
-- 007
0.24
24,432
27.44
12.31 is
0 14 lc
---
-- 000
0.00
-- -- ---
-- 014
0.32
32,576
27.52
12.31 is
0 22 lc
--
-- 0.00
0.00
-- -- -
--- 022
0.40
40,719
27.60
12.31 is
0.29 is
--
- 0.00
0.00
- -- -
- 029
0.48
48,863
27.68
1231 is
0.34 is
--
- 0.00
0.00
- - --
-- 0.34
0.56
57,007
27.76
12.31 is
0.39 is
--
- 0.00
0.00
-- - --
-- 0.39
0.64
65,151
27.84
12.31 is
0.43 is
--
-- 0.00
0.00
-- --- ---
- 0.43
0.72
73,295
27.92
12.31 is
0.47 is
---
--- 0.00
000
-- -- ---
- 0.47
0.80
81,439
28.00
12.31 is
0,50 is
--
--- 0.00
000
--- --- --
-- 0.50
0.90
92,242
28.10
12.31 is
0 55 lc
---
-- 0.00
000
-- --- ---
--- 0.55
1 00
103,046
28.20
12.31 is
0.58 is
---
--- 000
000
--- --- --
--- 0.58
1.10
113,849
28.30
12.31 is
0 62 lc
---
--- 000
0.00
--- --- ---
--- 0.62
1.20
124,652
28.40
12.31 is
0 65 lc
---
-- 000
0.00
--- --- ---
--- 0.65
1 30
135,456
28.50
12.31 is
0 69 lc
---
-- 000
0.00
--- --- ---
--- 0.69
1 40
146,259
2860
12.31 is
0.72 is
--
-- 0.00
000
--- --- --
--- 0.72
1 50
157,062
2870
12.31 is
0.75 is
--
--- 000
0.00
--- --- --
--- 0.75
1.60
167,865
2880
1231 is
0.77 lc
--
- 000
0.00
--- -- ---
--- 0.77
1.70
178,669
2890
1231 is
0.80 is
--
- 0.67
1.68
--- --
3.15
1.80
189,472
29.00
1231 lc
0.83 is
--
- 3.49
8.71
- -
1303
1.90
200,676
29.10
12.31 lc
0.85 is
--
-- 7.50
1875
-- -- -
-- 27 10
200
211,879
29.20
13.41 tc
0.88 is
-
- 1242
31 06
-- -- -
- 44.36
210
223,083
29.30
18.97 is
0.86 is
--
-- 18.11
45.28
- --- --
-- 64.25
2.20
234,287
29.40
25.25 oc
0.77 is
--
-- 24.47
61.18
- -- --
--- 86.43
2.30
245,490
29.50
32.01 oc
0 56 is
--
-- 31.44
78.61
-- --- ---
--- 110.61
2.40
256,694
29.60
37.25 oc
0.49 is
--
-- 36.76 s
97.43
--- --- ---
-- 13468
2.50
267,898
29.70
41 41 oc
0.45 is
---
--- 40.96 s
11755
--- --- ---
--- 15896
2.60
279,101
29.80
44 92 oc
0.42 is
---
-- 44 50 s
13889
--- --- ---
--- 18380
2.70
290,305
29.90
47 96 oc
0.39 lc
---
--- 47.57 s
161 39
--- --- ---
--- 209.34
280
301,509
30.00
50 65 oc
0.36 is
---
-- 50.28 s
18499
--- --- ---
-- 235.63
2.90
313,118
30.10
53.07 oc
0.34 is
--
--- 52.72 s
209.63
--- -- ---
--- 26269
3.00
324,728
30.20
55.08 is
0.32 is
---
--- 54.76 s
23528
--- --- --
--- 29036
3.10
336,338
30.30
56.45 lc
0.29 is
---
- 56.15 s
261 90
--- --- --
--- 318.35
320
347,948
3040
57.73 tc
0.27 is
--
- 57.46 s
289.46
--- --- --
- 347.19
330
359,557
3050
58.93 is
0.26 is
--
-- 58.67 s
317.92
-- - -
- 376.84
Continues on next page

13
POND
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
Cuft
ft
Cfs
340
371,167
30.60
60.08 is
350
382,777
30.70
61.17 is
3.60
394,386
30.80
62.23 is
370
405,996
30.90
63.25 is
3.80
417,606
31.00
64.24 is
.End
Clv B Clv C
PrfRsr Wr A
Wr B Wr C Wr D Exfil User
Cfs Cfs
Cfs Cfs
Cfs Cfs Cfs Cfs Cfs
0.24 is --
-- 59.82 s
347.25 --- --- --- --
0.23 is ---
--- 60.94 s
377.44 -- --- -- —
0.21 is --
-- 62.00 s
408.45 --- -- -- --
0.20 is ---
-- 63 03 s
440.27 --- --- --- ---
0.19 is ---
-- 64.04 s
472.88 —
Total
Cfs
407.32
438.61
47067
503.51
537.11

WITHERS &- RAVENEL
February 5, 2009
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Request for Additional Information
Hampstead Business Park
ENGINEERS IPLANNERS ISURVEYORS
I.
FEB 0 5 2009
We have received your request for additional information, dated January 26, 2009. The
following notes outline our responses to your requests and address how the requests have
been addressed, and identify the changes to the plan:
1. Please locate each BMP and all swales in access/drainage easements, to be
recorded.
Response: The BMP's are located on their own lot which when recorded
will have easements associated with it. A note has been added to sheets C-
4.1 & C-4.2 to this effect.
2. Please provide more detail offlow path on plans, from each inlet through the
pond to the outlet .structure. Forebay and flow path layout should prevent short-
circuiting through the pond. Flow path must have a minimum length to width
ratio of 3:1. Artificial baffles of timber, vinyl or earth can be used to create
longer f ow path. The top elevation of the baffle should beset at the temporary
pool elevation or higher.
Response: The flow paths are shown on Sheet C-3.2. The width of the
basin is 180' with flow paths from the inlets to the outlet structure of 600' &
550' which are greater than 3:1.
� 5wt ��rFf ? p.C•'I.L
3. Please provide original contours, proposed contours, pie inverts, pipe sizes,
drop inlet inverts, swale inverts, etc. throughout entire grading/drainage plan.
Response: All contours, pipe inverts, pipe sizes are shown on sheets C-
4.1 & C-4.2.
4. Please provide pertinent elevations for all pond contours, noting especially the
bottom, the permanent pool, the temporary pool, the SHWT, and the weir
elevation between the main pond and the forebay. Show the 10' vegetated shelf
extending 6" below and 6" above the permanent pool elevation.
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax: [phone]
www.withersravenel.com

WITHERS & RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
Response: All elevations are clearly shown on Sheet C-5 the Pond Details
sheet.
5. Please show dimensions of each line and arc formed by the permanent pool
contour.
/ Response: Permanent Pool dimensions are shown on sheet C-3.2.
6. Revise outlet structure detail to more accurately show the 6" PVC outlet pipe to
the infiltration area.
✓ Response: This comment has been previously addressed.
7. Please show the proposed contours of the infiltration area.
/ Response: The contours for the infiltration area are shown on Sheet C-
4.2.
8. Please provide a detail of the FES outlet pipe to the drainage ditch, including
elevations, and riprap energy dissipater.
Response: The detail for the riprap at the outlet is shown on sheet C-5.
9. Please add a note on the plans stating that all roof drainage shall be directed to
the pond.
Response: A note is on Sheet C-4.1, C-4.2 & C-5 stating that all
impervious surfaces including roof areas are to be drained to the detention
pond.
10. Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms and make changes as
needed.
Response: Revisions are attached.
1410 Commonwealth Drive, Suite iol Wilmington, North Carolina 28403 tel: [phone] fax: [phone]
www.withersravenel.com

WITHERS & RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
I trust the responses to the comments will adequately address your concerns. Please
contact me immediately at [phone] or [e-mail] if you have any
questions or require additional information.
Sincerely,
WITHE S &RAVENEL, INC.
Garry S. P e, P.E.
Project Manager
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax: [phone]
www.withersravenel.com

Re- Outl& JtruOire
Subject: Re: Outlet Structure
From: Steve Pusey <[e-mail]>
Date: Mon, 02 Feb 2009 10:52:21 -0500
To: Gant' Pape <[e-mail]>
Garry,
I understand that the referral permit was just for the outlet structure detail. However, it simply
brought out some other points that I thought may be important.
In conclusion, I appreciate that you have calculated the discharge velocity being 2 ft/s or less for a
10-year storm. We just need for you to submit these calculations for our review. Furthermore,
concerning the pipe sizes, inverts,etc., we require that you provide general plans showing the overall
drainage design for the project. This should include location, sizes, and critical elevations for roads,
pipes, manholes, curb inlets, curb cuts, swales, etc. as applicable. In addition to size, we will need
slopes and inverts for the piping. For example, you show the road location and size but where are the
curb inlets? What are the proposed elevations? How will the stormwater drain? Will all pipe
locations be as shown on the plans? We do not need the piping design for each individual tract, only
the overall plan.
I hope this helps to clarify our requirements. If you have any questions, please don't hesitate to call.
Best regards,
Steve Posey
DWQ
Garry Pape wrote:
Steve,
I think you are confusing 2 different comments. The referral to Permit # SWS 080305 was just for
the outlet structure detail, showing that a similar detail had been previously approved because you
were looking for more detail on the 6" pipe fastened to the side of the box and I wasn't sure how to
provide that because it's just something that will be worked out with the contractor. Also as far as
the velocity for the discharge into the ditch I've preformed the calcs and the discharge is less than
2.0 ft/s so no lining would be required. - Garry
From: Steve Pusey[ma ilto:Steven. [e-mail]]
Sent: Friday, January 30, 2009 5:51 PM
To: Garry Pape
Subject: Re: Outlet Structure
Garry,
Thanks for your e-mail. 1 researched this issue by reviewing Permit # SW8 080305, Monkey
Junction Storage. This project had a wet pond that discharged into wetlands via a riprap apron.
Most likely, it would not have been permitted that way today. Instead, a level spreader would be
I of 3 2/2/2009 10:53 AM

Re: Outl&`truct&e
required in lieu of riprap so that the flow is non -erosive for a 10-yr storm. Things are now
different under the new Stormwater Rules of Oct.1, 2008. To summarize, according to the new
Session Law 2008-21 1, Section 2.(b)(1)b.4-5, "Stormwater runoff from the development that is in
excess of the design volume must flow overland through a vegetative filter... Vegetative buffers
and filters required by this section and any other buffers or filters required by State Water Quality
... rules ... may be met concurrently and may contain, in whole or in part, coastal, isolated, or 404
jurisdictional wetlands that are located landward of the normal waterline." So, you may use the
wetlands as a vegetative filter in this case, however, a level spreader would also be required in
accordance with Section 2.(b)(1)c.2. This section states "Diffuse flow of stormwater at a
non -erosive velocity to a vegetative buffer or other natural area..." The term "diffuse flow" means
that a level spreader device is required so that the flow is non -erosive. Non -erosive for wetlands
is considered as being above 2 ft/s for a 10-yr. storm. There is also another mention in Session
Law 2008-21 1, Section 2.(b)(3)b.4, concerning other coastal development, that states
"Stormwater runoff from built upon areas that is directed to flow through any wetlands shall flow
into and through these wetlands at a non -erosive velocity.
In the case of this project, Hampstead Business Park, the discharge pipe for excess flow is
directed to a swale. This swale must be properly lined so as to be non -erosive for a 10-yr. storm.
The lining could be centipede grass, bermuda, grass, or other channel lining material. You must
show this in your calculations. If necessary, a level spreader could be used.
I will get back with you next week about the pipe sizing, inverts, etc. I hope you find this e-mail
helpful.
Regards,
Steve
Garry Pape wrote:
Steve,
Thanks again for meeting with me to go over the comments, I think it will be helpful in getting
this project finalized more efficiently. The other projects I've had approved using the same
outlet structure detail with the drawdown pipe attached to the side of the box were SW8 080501
(Echo Farms Tract 6A Phase 1) & SW8 080305 (Monkey Junction Storage - Leland). Chris
Baker approved Echo Farms and Christine Nelson approved Monkey Junction Storage.
Thanks. - Garry
GARRY S. PAPE, P.E.
WITHERS & RAVENEL
,q,o Conrrtwww alth OrRe, Unit io, I Wilmington, N C 2303
tel: 9,0 25693771 fu 910.:56.x586
7,�ri4l4lt4t1 1T4M_r—T7 110r,
2 of 3 2/2/2009 10:53 AM

Re: Outltt'Struc'tttt'e
NOTICE OF CONFIDENT WLITY AND NONUISCLO5URE
this electronic message, which includes any attachments and other ducmne tits referred to hemtn, writains information from Withers &
Ravencl, Inc. that may be la mlly privileged and confide nI!a 1. The inforamuon is intended far the use of the add ressee(s),onty, If you are
not the addressee, note that a ny disclosure, copying, print rig, distributic n, or use of file contents of this messa9r is prohibited if you
received this message it error, please advise the sender try reply and delete lh is electronic message and any attachments.
COPYRIGIfI NOTICE: Copyright 2418 by %''Ithcrs & Rave rml, InC. All Rights Reserved by Withers & Ravenel, Inc. This notice applies to
thiselectronic message, all attachments thereto, and all documents referred to lherem. Th ,cicclrunic message, any attachments
thereto and all doctrine tits interred to therein are the proprietary pro{xrly of Y4"ilb m&Ravenel. Inc. This electron is message, a ny
attach men is thereto and all documents referred to therein are provided fur the recipient's information only, and no rights am tmns-
ferned by the transmission of this electronic message by VALhers& Raverel, Inc. or mceipt of this message try the mci pmrt or a try other
party.
Steve Pusey
Environmental Engineer
NCDENR - Division of Water Quality
Wilmington Regional Office
910-796-7334
Steve Pusey
Environmental Engineer
NCDENR - Division of Water Quality
Wilmington Regional Office
910-796-7334
3 of 2/2/2009 10:53 AM

WArS,9
P
11 r_
Beverly Eaves Perdue, Governor
Dee Freeman, Secretary
North Carolina Department of Environment and Natural Resources
Coleen 14 Sullins, Director
Division of Water Quality
Jeff Beaudoin, Owner
PO Box 538
Hampstead, NC 28443
January 26, 2009
Subject: Request for Additional Information
Stormwater Project No. SW8 081114
Hampstead Business Park
Pender County
Dear Mr. Beaudoin:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for Hampstead Business Park on November 10, 2008. A preliminary review of that information
has determined that the application is not complete. The following information is needed to
continue the stormwater review:
.J. Please locate each BMP and all swales in access/drainage easements, to be
recorded.
22.. Please provide more detail of flow path on plans, from each inlet through the pond to
the outlet structure. Forebay and flow path layout should prevent short-circuiting
through the pond. Flow path must have a minimum length to width ratio of 3:1.
Artificial baffles of timber, vinyl, or earth can be used to create a longer flow path.
( The top elevation of the baffle should be set at the temporary pool elevation or
higher.
3. Please provide original contours, proposed contours, pipe inverts, pipe sizes, drop
inlet inverts, Swale inverts, etc. throughout entire grading / drainage plan.
J4. Please provide pertinent elevations for all pond contour noting especially the
bottom, the permanent pool, the temporary pool, the H , and the weir elevation
between the main pond and the forebay- Show the 10" etated shelf extending 6"
below and 6" above the permanent pool elevation.
OPlease show dimensions for each line and arc formed by the permanent pool
contour.
OS 6. Revise outlet structure detail to more accurately show the 6" PVC outlet pipe to the
�tl� infiltration area.
e
�7. Please show the proposed contours of the infiltration area.
Please provide a detail of the FES outlet pipe to the drainage ditch, including
C✓ S elevations, and riprap energy dissipater.
9.Please add a note on the plans stating that all roof drainage shall be directed to the
�J pond.
NortliCarolina
Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet w ,v ncwaterauahtv.ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50 % Recycled/10% Post Consumer Paper

Jeff Beaudoin
January 26, 2009
Stormwater Application No. SW8 081114
10. Please remember that a change to one number may have a domino effect
on other numbers. Please check all plans, calculations and forms and make
changes as needed.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to February
24, 2009, 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, email 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] or email me at [e-mail]:
Sincerely,
. ' -"�/
Steve G. Pusey
Environmental Engineer
ENB/sgp: S:\WQS\STORMWATER\ADDINFO\2007\081114.jan09
cc: Garry S. Pape, Withers & Ravenel, Wilmington, NC
Steve Pusey
Page 2 of 2

WITHERS & RAVENEL
ENGINEERS IPLANNERS ISURVEYORS
1410 Commonwealth Drive, Suite ioi
WILMINGTON, NORTH CAROLINA, 28403
[phone]
FAX [phone]
To: Mary Jean Naugle
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 284o5
LETTER OF TRANSMITTAL
DATE 12/0 /08
JOB NO. O 080 .00
ATTENTION
PHONE #
RE: Hampstead Business Park
Stormwater Permit (Conventional)
SW8o8111
VVti
WE ARE SENDING YOU ❑ Attached ❑ Under separate covervia the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change order ❑ Diskette ® Calculations
COPIES DESCRIPTION
2 Sets of plans for state stormwater permit
1 Copies of NCDWQ calculations
THESE ARE TRANSMITTED as checked below:
® For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted []Submit _copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
For review and a
COPYTO: File
SIGNED:
- Gam S. Pa
If enclosures are not as noted, kindly notify us at once.

Stormwater Application for Hampstead Business Park
Subject: Stormwater Application for Hampstead Business Park
From: Mary Jean Naugle <[e-mail]
Date: Wed, 03 Dec 2008 09:58:08 -0500
To: [e-mail], Mary Naugle <Mary.Naugle@ncmail.n&t
Gary;
I did the preliminary completeness review of your stormwater application and noticed
the following:
1. need to use a maximum of 7.5 feet for the average depth on pond to
figure the SA/DA ratio. you need to provide calcs for the avg
depth determination. check the erata sheet for the bmp 10-5 since
it added a figure and example calcs. the bmp is at:
tp://h2o.enr.state.nc.us/su/bmp forms.htm. the erata sheet is
at: http://h2o.enr.state.nc.us/su/documents/BMPManuaiErrata 7.doc.
2. provide north arrow on plan C-2 and/or C3.1.
3. provide bearings and distances on lot lines since the deed
restrictions indicate you intend to subdivide and sell lots.
4. need easement on plans for stormwater pipe/system, especially on
each lot. dedicated common areas for the pond are ok.
5. are there any wetlands within the property area? you included a
note for no 404 wetlands, but what about 401 and/or isolated wetlands.
The applicant will receive the note for acceptance into the regular stormwater
program, but I just wanted to let you know that i noticed these so that you can
address them while the permit is in line for review so it won't hold up your review
time.
Mary Jean
1 of 1 12/3/2008 9:58 AM

"ei'vAlAnv0
CbA)RETET
e0"'1 ET -CI A L,
Checklist for Completeness Review of Stormwater Applications ouTFgec t✓ PaND
OGT• t 4.-L%.LE
Each application for which a "Completeness Review" is needed will have this checklist printed on
yellow paper to distinguish it from other applications to be reviewed.
❑
Read the narrative and application to determine the type of project, i.e., residential vs
commercial, subdivision vs. single lot, high density, low density, offsite, redevelopment, and
determine what documentation needs to be provided.
Make sure that all required forms, supplements, O&M's, deed restrictions, signature
authorizations, etc., are included and contain original signatures.
�--
If low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
❑
Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
'ET
Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print off the NCSOS information sheet and latest annual report. Make
0�yr
sure the person who signed is listed on the annual report with his/her correct title, or make
[�
sure a signature authorization letter has been provided.
Make 2
sure sets of plans have been submitted, and that they include grading, layout (with
dimensions for all proposed BUA) and details.
the Wetlands delineated on the plans? Y N By whom? NUV-67 �014
yAre
If the project drains to SA waters, make sure a USGS topo map with the site, the receiving
rd m'`
waters and the'/2 mile radius clearly shown to scale is provided.
For high density projects, make sure the correct design storm is used, based on the receiving
stream classification and the projects proximity to SA waters.
❑ Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA calcs
or shown with the road detail, and the road width used in the BUA calculations is less than
that shown on the road detail.
re there any issues within the 575 ft ORW AEC?
If high density, make sure the plans and calculations are n sealed and dated.
If the project involves the subdivision of property or out arcel make sure a copy of the
Proposed Declaration of Covenants and Restrictions in legal format with all required
statements is provided, or that the appropriate standard deed restriction template, signed and
^/ notarized, is provided.
L� Make sure that a Soils Report for all projects is provided, to determine if the required
separation to the SHWT is provided.
For multiple HD systems & curb outlet swales, make sure a drainage area map is provided.
If the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer) to be returned to the applicant. Jo will keep copies of the return letters, application &
check.
❑ If the application lacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the information isn't received within 24 hours, give the application to Jo to return.
For Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
Has Vincent conducted the site investigation? If Yes, date?
For infiltration projects, the maximum 2 acre inches of volume in any single system has not
been exceeded.
For Wet Ponds projects:
[� Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions
-aEC F K
S:\WQS\STORMWATER\FORMS\COMPLETENESS REVIEW

n
G

WITHERS & RAVEN
ENGINEERS I PLANNERS 1 SURVEYOI
1410 Commonwealth Drive, Suite ioi/ NOV 1 0 2(
WILMINGTON, NORTH CAROLINA, 2840
[phone]
FAX [phone]
To: David Cox
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU
❑ Shop Drawings
❑ Copy of Letter
OFT° ° NSMlMAL
Qp� I11ll30� 8
loallo. O 080] .00
ATTENTION I .(avid Cox
PHONE M3/
RE:
Ham stead Business Park
Stormwater Permit (Conventional)
❑ Attached ❑ Under separate cover via
❑ Prints ® Plans ❑ Samples
❑ Change order ❑ Diskette ® Other
the following items:
❑ Specifications
COPIES
DESCRIPTION
2
Sets of plans for state stormwater permit
2
Copies of NCDWQ calculations
2
Stormwater Management Permit Application Forms (one original, one copy)
2
Wet Detention Basin Supplement (one original, one copy)
2
Wet Detention Basin Operation and Maintenance Agreement (one original, one copy)
2
Level Spreader Supplement (one original, one copy)
1
Level Spreader Operation & Maintenance Agreement
1
High Density Commercial Development Deed Restrictions & Covenants
1 T
Application fee for $505.00 for conventional review
THESE ARE TRANSMITTED as checked below:
® For approval ❑ Approved as submitted
❑ Far your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
7:hriG17'.(.7l
For review and approval.
COPYTO: File
❑ Resubmit
❑ Submit
❑ Return
SIGNED:
_ copies for approval
copies for distribution
corrected prints
- Garry S. Pa
If enclosures are not as noted, kindly notify us at once.