SW8970705_HISTORICAL FILE_19970826

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 / �2 /(/
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

State of North Carolina
Department of Environment,
Health and Natural Resources
Wilmington Regional Office
Division of Water Quality
James B. Hunt, Jr., Governor ® C m Ft
Wayne McDevitt, Secretary C � v
A. Preston Howard, Jr., P.E., Director
August 26, 1997
Mr. D. Webster Trask, General Partner
T.F. Holdings, Limited Partnership
1202 Eastwood Road
Wilmington,NC 28403
Subject: Permit No. SW8 970705
Gourmet Center Subdivision
High Density Subdivision Stormwater Project
New Hanover County
Dear Mr. Trask:
The Wilmington Regional Office received the Stormwater Management Permit Application for Gourmet Center Subdivision
on July 7, 1997,with final information on August 19, 1997. Staff review of the plans and specifications has determined that
the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW 8 970705,dated August 26, 1997,for the construction of the project,Gourmet Center Subdivision.
This permit shall be effective from the date of issuance until August 26, 2007, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts,requirements,or limitations contained in this permit are unacceptable,you have the right to request an adjudicatory
hearing upon written request within thirty(30) days following receipt of this permit. This request must be in the form of a
written petition,conforming to Chapter 150B of the North Carolina General Statutes,and filed with the Office of Administrative
Hearings,P.O.Drawer 27447,Raleigh,NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter,please contact Linda Lewis,or me at(910)
395-3900.
Sincerely,
Rick Shiver, P.G.
Acting Regional Water Quality Supervisor
RSS/arl: S:\WQS\STORMWAAPERI TETN970705.AUG
cc: Mark Hargrove,P.E.
Tony Roberts,New Hanover County Inspections
David Mayes,P.E.,City of Wilmington Engineering
Beth Easley,New Hanover County Engineering
Linda Lewis
Wilmington Regional.Office
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No SW8 97070
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER M ERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
T.F. Holdings, Limited Partnership
Gourmet Center Subdivision
New Hanover County
FOR THE
construction, operation and maintenance of a detention pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 26, 2007 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit, the Project Data Sheet. The subdivision is permitted for 5 lots, each allowed 85% of the
lot area as built-upon area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
2

State Stormwater Management Systems
Permit No SW8 970705
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Gourmet Center Subdivision
Permit Number: 970705
Location: New Hanover County
Applicant: Mr. D. Webster Trask, General Partner
Mailing Address: T.F. Holdings, Limited partnership
1202 Eastwood Road
Wilmington, NC 28403
Application Date: July 7, 1997
Water Body Receiving Stormwater Runoff: Bradley Creek
Classification of Water Body: "SC HQW"
If Class SA, chloride sampling results: n/a
Pond Depth: 4.5 feet
Permanent Pool Elevation: 33 FMSL
Total Impervious Surfaces Allowed: 249,177 square feet
Lots (5 at 85% of the lot area) 187,587 square feet
Roads/Parking 37,740 square feet
Offsite Area entering Pond: 23,850 square feet (Existing First Union)
Required Surface Area: 19,589 square feet
Provided Surface Area: 20,443 square feet
Required Storage Volume: 20,179 cubic feet
Provided Storage Volume: 21,147 cubic feet
Temporary Storage Elevation: 33.95 FMSL
Controlling Orifice: 2" pipe
3

State Storttiwater Management Systems
Permit No SW8 970705
4. The lot owner/leasee/developer shall not 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.
5. The permittee is responsible for verifying that the proposed built-upon area does not exceed the allowable
built-upon area.The lots in this subdivision will be leased. If they are ever sold, 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.
6. The following items will require a modification to the permit:
a. . Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved. plan.
In addition, the Director may determine that other revisions to the project should require a modification
to the permit.
7. 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.
II. SCHEDULE OF COMPLIANCE
1. The perminee will comply with the following schedule for construction and maintenance of the stormwater
management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational
for it's intended use prior to the construction of any built-upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
2. The permittee grants permission to DEHNR Staff to enter the property for the purposes of inspecting the
project for compliance with the conditions of this permit.
3. 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.
4

State Stormwater Management Systems
Permit No SW8 970705
4. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
5. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
6. The lots in this subdivision will be leased. If at any time it is desired to sell a lot, deed restrictions must
be recorded which limit the built-upon area per lot to the amount as shown on the Project Data Sheet, per
Section I, Part 2, and must be recorede prior to the sale of any lot. The recorded statements must follow
the form:
a. "The maximum built-upon area per lot is 85% of the lot area, inclusive of that portion of the right-
of-way between the lot line and the edge of pavement, structures, pavement, walkways of brick,
stone, or slate, but not including open wood decking."
b. "The covenants pertaining to stormwater regulations may not be changed or deleted without
concurrence of the State."
C. "Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the State."
d. "Roof drain gutters are required on all buildings and must drain into the street or parking area.
7. This permit shall become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
8. A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date of
recording the plat. The recorded copy must be signed by the Permittee, dated, stamped with the deed book
number and page, and bear the stamp/signature of the Register of Deeds.
9. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a
minimum of ten years from the date of the completion of construction.
10. Prior to the sale of any lot or the entire property, an Association must be formed by the permittee for the
continued maintenance of the stormwater system, unless the permittee is willing to continue as responsible
party for maintenance.
5

State Stormwater Management Systems
Permit No. SW8 970705
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a "Name/Ownership Change Form" must be submitted to the
Division of Water Quality accompanied by appropriate documentation from the parties involved, such as
a copy of the deed of trust. Other supporting materials, such as a signed Operation and Maintenance plan
in the case of engineered systems, will also be required. The project must be in good standing with
DWQ. The approval of this request will be considered on its merits and may or may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes,
rules, regulations, or ordinances which may be imposed by other government agencies (local, state, and
federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management systems.
5. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for
a permit modification, revocation and reissuance or termination does not stay any permit condition.
6. Permittee grants permission to staff of the DWQ to access the property for the purposes of inspecting the
stormwater facilities during normal business hours.
.Permit issued this the 26th day of August, 1997.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION FG to A. Preston Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 970705
6

State Stormwater Management Systems
Permit No SW8 970705
Gourmet Center Subdivision
Stormwater Permit No. SW8 970705
New Hanover County
Engineer's Certification
I, as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due
care and diligence was used in the observation of the project construction such that the construction was observed
to be built within substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
7

DIVISION OF WATER QUALITY '
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION
(Please print clearly or type)
1. Project Name Gourmet Center
2.Location,directions to project(include County,Address,State Road)Attach map! Y the north - t corner
of intersection of NC 132 and New Center Drive .INew Hanover Count
3.Owner's Name T.F. . Holdings Limited Partnershtfflone 313-0795
4.Owner's Mailing Address .1202 Eastwood Road
City Wilmington StaNC Zip 28403
5.Nearest Receiving Stream Unnamed tributary of Bradleflass SCHQW
Creek
6.1'rojectdescription Construction of commercial develonment with
retention pond
II. PERMIT INFORMATIONc+ h
1.Permit No.(robehrledlnbyowp�
2.Application Date July 2, 1997 C(¢s,)h, $_Q _ct �� Feeenclosed$ 385. 00
3.Permit Type: x New Renewal Modification(existing Permit No.)
4. Project Type: _Low Density x Detention_Infiltration_Redevelop_General_Alter Offsite .
S. Other State/Federal Permits/Approvals Required (Cheek appropriate Haub)
CAMA Major Sedimentation/Erosion Control x 404 Permit
III. BUILT UPON AREA (Please tee)VCAC 2H.I005 thru.)A07for applicable density h'ndts)
r ina Dfainaga Breakdown of Impervious Area
Basin in (Pleare bu$cate below the derlgn Lnpervloas area)
Classification Muw Buildings 0.07
Existing Built-upon Area 0. 55 ac Streets 0.87 ac
Proposed Built-upon Area 5. 16 ac Parking/Sw " 0.48 ac'
Total Project Area 8.20 Other
% Built-upon Area .6% — Totals 5_ 7 2 ac
IV. STORMWATER TREATMENT Describe how Me runoff*0 be treated)
Runoff from site shall be treated with the use of a wet
detention pond sized for 90% T.S.S.

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION .
-77 F. H,i4-kyr /-; „ -'t_�4 PA f err 4.'R
I, D. Webster Trask, General - -certify that the information included on this permit
(Please print elearhi or type) partner -
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below named person or firm to submit stormwater plans on my behalf.
e�er-a ( eart e-r- 7 oz -
9j
Owner/Authorized'Agent Signature°and Title Date
VII. AGENT AUTHORIZATION (Please fill in the name of the engineerlsurveyor authorized to submil plan on the owner's hehatf.)`
Person or firm name Dawson Engineering
Mailing Address 3177 Wrightsville Avenue
City Wilmington State NC Zip 28403 Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files Q gp ply
61�®� lltll 0 / NTH
RECEWED-
JUL 0 7 1997

STORMWATER OPERATION AND MAINTENANCE PLAN
FOR
GOURMET CENTER
WILMINGTON ,NORTH CAROLINA
1. The owner will be responsible for the proper operation and maintenance of the
stormwater collection and treatment facilities.
2. The collection system will be inspected monthly by the owner to identify
malfunctioning catch basins and drainage pipes. The collection system will be kept
relatively clear of debris and sediment. The stormwater system shall be kept in good
working order. Any malfunctioning component shall be repaired/replaced per approved
plans as necessary to assure proper operation of the system.
3. The treatment facilities consists of one (1) stormwater pond and outlet control. This
facility will be inspected yearly by the owner to determine the mean depth of the pond
and identify any malfunctions. The mean depth of the pond, under normal conditions,
shall be 4.5 feet. The owner will remove the sediment from the pond if the mean depth is
determined to be less than 3.4 feet and will correct malfunctions when necessary.
4. The outlet structure, orifice, and sideslopes will be inspected immediately after every
runoff producing rainfall event. Any debris observed on the orifice and outlet structures
will be removed. Eroded areas will be repaired and reseeded immediately after a rainfall
event.
5. A permanent stand of grass shall be maintained at all times. Mowing during the
growing season will be done as needed, otherwise, the grass height will not exceed 6".
T.F. Holdings, Limited artni� ership
By D. Webster Trask, General Partner
1202 Eastwood Road
Wilmington, NC 28403
1, a Notary Public for the State
of 4(pM._ (',ctrb!jog Countyof kQA )YWtie_( , do
hereby certify that lo J8-3-k(- `rrasL- personally "t ��
appeared before me this Z5 day of , 193 7, and b TO R M W[p
�
acknowledges the due execution of the foregoing instrument. D E C E I V E
Wit nes hand and official seal,
My c6mmid4jon expir a p AUG 0 41997 D
D E M
PROJ #

State Stormwater Management Systems
Permit No SW8 9ZM
Gourmet Center Subdivision RECEIVED JUN . 1 7 1998
Stormwater Permit No. SW8 970705
New Hanover County
Engineer's Certification
1 Mark Nicholas Hargrove as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/mxW9X/Aftk1MXthe construction of the project,
Gourmet Center
Limited (Project)
for T.F. Holdings , Partnership (Project Owner) hereby state that, to the best of my abilities, due
care and diligence was used in the observation of the project construction such that the construction was observed
to be built within substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specifications:
Two interference structures were added to the drainage system.
Signature Adbo,f SEAL
Registration Number 19742
Date June 16 , 1998
: 3 SEAL $
1974Q
NWk
7

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington, NC 28403
Surveying [phone]
August 19, 1997
R.L.0 L, V j
Ms. Linda Lewis AUG 1 9 1997
N.C. Department of Environment,
Health, and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington,NC 28405
Rc: Stormwater Control Permit for
Gournict Center
New Hanover County
Project No. 9623
Dear Ms. Lewis:
As a follow up on the letter submitted to you on July 31, 1997,we are providing you with two(2) sets of revised
plan sheets. They are as follows:
• C-0 Cover Sheet, dated 7/2/97
• C-2 Grading, Drainage, Paving, and Erosion Control Plan, dated 7/2/97, revised 8/18/97
• C-3 Detention Pond, dated 7/2/97, revised 8/18/97
• C-7 Miscellaneous Details, dated 7/2/97, revised 8/8/97
• C-8 Miscellaneous Details, dated 7/8/97, revised 8/18/97
If you need additional information please call.
Very truly yours,
DAWSON ENGINEERING
j ' "V,
Mark N. Hargrove, P.E.
Encl.: As noted above.
cc: T.F. Holdings, Limited Partnership
RECEIVED
AUG 19 1997
BY:

AUG 04 1997
_BY. DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington,NC 28403
Surveying (910)7624200
July31, 1997 ST®RIVIW"/�'TER
Ms. Linda Lewis
N.C. Department of Environment,
Health, and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Storniwater Control Permit for
Gourmet Center
New Hanover County
Project No. 9623
Dear Ms. Lewis:
In response to your letter dated July 23, 1997, the following is provided:
1) The applicant's name has been printed on the back of the application form. The application form is attached.
2) The O&M has been modified to reflect a change in minimum depth requirement of the pond. The 0&M now
states that sediment removal is required when the pond's depth is reduced to 3.4'. The 0&M Agreement is
attached.
3) A note will be placed on the plans stating that no wetlands exist on site.
4) A recorded access/drainage easement is not needed for this site because the entire property will be owned by
T.F. Holdings, Limited Partnership. All outparcels will be leased.
Revised plans will be submitted once comments have been received from the City of Wilmington and New
Hanover County.
If you need additional information please call.
Very truly yours,
DAW�jSSONN E/NGIN!/E.E,RIING�
Mark N. Hargrove, P.E.
Encl.: As noted above.
cc: T.F. Holdings, Limited Partnership

i
_ ,•.SUTEo�
r<Vn
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
July 23, 1997
Mr. Mark Hargrove, P.E.
Dawson Engineering
3177 Wrightsville Avenue
Wilmington, NC 28403
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970705
Gourmet Center
New.Hanover County
Dear Mr. Hargrove:
The Wilmington Regional Office received a Stormwater Management Permit Application for Gourmet
Center on July 7, 1997. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
Please print the applicants name on the back of the application form. It is unreadable.
✓2. Revise the O&M to indicate that sediment removal is required when the pond's depth is
reduced to 3.4', not 3' as currently shown. Minimum depth is 75% of the design depth, or
3' whichever is greater. In this case the 75% is greater.
3. Delineate all wetlands on site, or note on the plans that none exist.
4. Locate the pond in a recorded access/drainage easement. — f errn i
G Qy w iQ Gtl e2se61 en+ pel r Iv So i i, .
127 Cardinal Drive Extension,Wilmington,N.C.28405-3845•Telephone [phone]• Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Hargrove
July 23, 1997
Stormwater Project No. SW8 970705
----------------------------------------------
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to August 23, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\970705.JUL
cc: Linda Lewis
Central Files
2

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning RECEIV"ED Wilmington,NC 28403
Surveying [phone]
JUL 0 7 1997
July 7, 1997 BY:-
Ms. Linda Lewis
N.C. Department of Environment,
Health, and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington,NC 28405
Re: Stomiwater Control Permit for
Gourmet Center
New Hanover County
Project No. 9623
Dear Ms. Lewis:
Enclosed please find the following items:
-original completed stormwater application for the referenced project
-$385.00 application fee
-two (2)copies of the Calculations
-one(1) copy of the Stormwater Operation and Maintenance Plan
-two (2)copies of plans:
C-0 Cover Sheet
C-2 Grading, Drainage, Paving,and Erosion Control Plan, dated 7/2/97
C-3 Detention Pond, dated 7/2/97
C-7 Miscellaneous Details,dated 7/2/97
C-8 Miscellaneous Details,dated 7/2/97
The entire tract of land including the First Union Bank site totals 8.51 acres,however only 8.2 acres will drain to
the pond due to site grading. As can be seen on sheet C-2, all impervious areas are draining to the wet pond.
There are some grassed areas and wooded areas that are draining off site. The permit only accounts for the area
draining into the wet pond.
The First Union Bank lease lot totals 0.74 acres,thus 7.77 acres remains to be developed on the Gourmet Center
tract of land. After the pond is built and the road is built, 5.07 acres of developable land remains. In the
calculations, it was assumed that the remaining developable property would have an impervious value of 85
percent. Thus, 4.30 acres of impervious area would be allowed on the remaining developable property. The
developers plan to lease the property and currently do not know the location of the lease lines of the different lots.
The lease lines shown on sheet C-2 are proposed lease lines which may change. Each proposed lease lot will have
to resubmit plans to NCDWQ to show that the impervious area on the lot was less than or equal to the allowable
impervious area.

We request NCDWQ certification of compliance of this project with stormwater regulations. Thank you for your
consideration of this request. If you need additional information please call.
Very truly yours,
DAWSON ENGINEERING
A4A Ay-e�
Mark N. Hargrove, P.E.
Encl.: As noted above.
cc: T.F. Holdings, Limited Partnership

I '
RECEIVED
ST®RMWATER 97
STORMWATER CALCULATIONS
FOR
GOURMET CENTER
WILMINGTON,NORTH CAROLINA
OWNER/DEVELOPER
T.F. HOLDINGS, LIMITED PARTNERSHIP
1202 EASTWOOD ROAD
WILMINGTON, NC 28403
[phone]
ENGINEERS
DAWSON ENGINEERING
3177 WRIGHTSVILLE AVENUE
WILMINGTON, N.C. 28403
(910) 7624200 ottauurrnrr
CARp�'
r•• E S '•,,
SEAL
1 7gp
y fi:c^�z/9�
JULY 2, 1997 �'•'�q0�As P ,a�

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington, NC 28403
Surveying [phone]
TOTAL SITE AREA = 8.51 ACRES
TOTAL AREA DRAINING TO POND = 357,874 SF
= 8.20 ACRES
TOTAL PROPOSED IMPERVIOUS SURFACE
AREA DRAINING TO POND:
ROAD R/W = 37,740 SF
EXISTING FIRST UNION BANK = 23,850 SF
UNDEVELOPED PARCELS (ASSUME 85%) = 187,587 SF
=249,177 SF= 5.72.ACRES
REQUIRED STORAGE FOR 1-INCH OF RUNOFF FOR POND: (use Schueler Method)
=0.05 + 0.009 (1)
=0.05 + 0.009(69.6) = 0.676
=(1")(0.676)(1/12)(8.2)(43,560)
=20,122 CF(21,147 CF PROVIDED - SEE NEXT PAGE)
REQUIRED STORAGE FOR FOREBAY: 20% OF FIRST 1-INCH RUNOFF
= (0.2)(20,122)
= 4,024 CF (4,055 CF PROVIDED - SEE NEXT PAGE)
PERCENT IMPERVIOUS DRAINAGE AREA FOR POND:
=249,177 SF/357,874 SF
= 69.6 %
POND DEPTH SA/DA % POND SURFACE AREA (MIN.)
(FT) (SF)
4.5 5.47 19,576
IF POND DEPTH= 4.5 FT, MINIMUM SURFACE AREA= 19,576 SF
USED 90% TSS CHART TO SIZE POND
AREA @ ELEVATION 33.00=20,443 SF> 19,576 SF
PROJECT: GOURMET CENTER SUBJECT: POND CALCULATIONS JOB NO.: 9623
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington,NC 28403
Surveying [phone]
STAGE -AREA-STORAGE FOR 1-INCH RUNOFF
ELEV. AREA STORAGE TOT. STORAGE
(F7) (SF) (CF) (CF)
NORMAL 33.00 20,443 -
POOL 21,147
1"RUNOFF 33.95 1 24,077 21,147
STAGE -AREA-STORAGE FOR FOREBAY
ELEV. AREA STORAGE TOT. STORAGE
(F7) (SF) (CF) (CF)
FOREBAY INV 30.00 478 -
711
31.00 943 711
1248
32.00 1552 1,958
2097
BERM ELEV 33.00. 2642 4,055
PROJECT: GOURMET CENTER SUBJECT: POND CALCULATIONS JOB NO.: 9623
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington, NC 28403
Surveying [phone]
POND RELEASE TIME FOR CONTROL PIPE:
ELEV. EFF. STORAGE VOL. RELEASED OUTFLOW RATE RELEASE TIME
(F7) (CF) (Co (CFS) (HOURS)
33.90 21147
3453 0.100 9.6
33.80 17694
4641 0.094 13.7
33.60 13053
4504 0.081 15.4
33.40 8549
4362 0.066 18.2
33.20 4187
4187 0.047 24.8
33.00 0
TOTAL HOURS 81.7
DAYS 3.4
CONTROL PIPE : 2 INCH
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q = Cd•A• 2gh Al/2
PROJECT: GOURMET CENTER SUBJECT: POND CALCULATIONS JOB NO.: 9623
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington, NC 28403
Surveying (910)7624200
PRE-DEVELOPMENT DISCHARGE
BANK SITE
A= 0.74 ac
C = 0.73
Ito = 7.2 in/hr--Tc= 5.0 min.
Qjo = CIA= (0.73)(7.2)(0.74)=3.89 cfs
GOURMET CENTER SITE
A= 7.77 ac
C =0.25
H= 5, L= 880
Tc= [(880)^3)/5]^0.385/l28 = 10.6 min— 11 min.
I = (252/(30+11))=6.15 in/hr
Iio = 6.15 in/hr
Qio= CIA= (0.25)(6.14)(7.77) = 11.95 cfs
QTOTAL= 3.89+11.95=15.84 cfs
POST DEVELOPMENT DISCHARGE
From hydrograph routing program, peak outflow for the 10-year storm is only 5.46 cfs. The post
development outflow is much lower than the pre development flow because of the current drainage
situation in New Centre Drive. After discussions with the City, it was agreed to limit the outflow to not
overload and already overloaded piped drainage system in storm events of 10-years or less.
PROJECT: GOURMET CENTER SUBJECT: POND CALCULATIONS JOB NO.: 9623
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington,NC 28403
Surveying (910)7624200
VELOCITY CONTROL:
OUTFALL INTO POND (24" RCP)
Qpeak= 13.42 CFS FROM 24"PIPE
Q1o =VA
V= Q/A= (13.42)/ (3.14)= 4.27 F/S
New York DOT Dissipater Method For Use in Defined Channels: Zone 1
Upstream Width =6.0 ft
Downstream Width = 8.0 ft
Length =24.0 ft
Depth= 18 in
187 SF CLASS B RIPRAP PROVIDED
OUTFALL INTO POND (36" RCP)
Qpeak= 23.33 CFS FROM 36" PIPE
Qlo= V A
V= Q/A=(23.33)/(7.07) =3.30 F/S
New York DOT Dissipater Method For Use in Defined Channels: Zone 1
Upstream Width = 9.0 ft
Downstream Width= 12.0 ft
Length= 12.0 ft
Depth= 18 in
126 SF CLASS B RIPRAP PROVIDED
PROJECT: GOURMET CENTER SUBJECT: POND CALCULATIONS JOB NO.: 9623
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

DAWSON ENGINEERING
Engineering 3177 Wrightsville Avenue
Land Planning Wilmington,NC 28403
Surveying [phone]
STONE CHECK DAM w/ SILT BASIN(in ditch fronting NC 132)
DISTURBED AREA= 0.1 AC
MIN. STORAGE = 1,800 CF/ACRE
REQ. STORAGE = 180 CIF
CLEAN OUT TWICE PER YEAR= 90 CF
LENGTH= 15 FT
WIDTH=4 FT
DEPTH= 1.5 FT
STONE CHECK DAM w/ SILT BASIN (at Southeast Property Corner at New Centre Drive)
DISTURBED AREA= 0.15 AC
MIN. STORAGE = 1,800 CF/ACRE
REQ. STORAGE =270 CIF
CLEAN OUT TWICE PER YEAR= 135 CIF
LENGTH = 34 FT
WIDTH=4 FT
DEPTH= 1.0 FT
EMERGENCY SPILLWAY
The peak elevation for the 10-year storm is elevation 36.25 while the peak elevation for the 50-year
storm is elevation 36.69. The emergency spillway was set at elevation 37.50 to coincide with curb inlets
No. 6 & 7. If for some reason the principle spillway becomes obstructed, the grassed emergency
spillway and curb inlets No. 6& 7 would serve as overflow devices. The 50-year peak flow is 34.3 cfs.
The emergency spillway could handle 21 cfs before overtopping the bank. Water backflowing out of
curb inlets No. 6 & 7 would handle the rest.
PROJECT: GOURMET CENTER SUBJECT: POND CALCULATIONS JOB NO.: 9623
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

STORMWATER CALCULATIONS
FOR
10-YEAR STORM
GOURMET CENTER
WILMINGTON,NORTH CAROLINA

Plan View
5
J
4
3
2
Proj.file: PIPE10A1.STM IDF file:WILM.IDF No. Lines: 5 06-03-1997

Line 1 Q = 11.70 Size= 24 a 24 (Cir) Nv = 0.013 Len =235.0 JLC= 1.00
LINE 1 A/Outfall
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.00 24 36.24 36.46 3.14 3.73 0.00 3.00
Upstrm 33.71 24 36.87 37.08 3.14 3.72 0.00 2.67
Drainage area (ac) = 0.77 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.66 Slope energy grade line (%) = 0.268
Time of conc. (thin) = 10.20 Critical depth (in) = 15
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 38.38
Intensity @ 10 yr (in/hr) = 6.28 Upstream surcharge (ft) = 1.16
Cumulative C x A = 1.86 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 11.70 Full-flow capacity (cfs) = 12.39
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 3.67 Inlet Type = Curb
Q Carryover (cfs) = 5.46 Gutter slope (ft/ft) = 0.30
Q Captured (cfs) = 2.14 Cross slope (ft/ft) = 0.25
Q Bypassed to offsite = 7.00 Width of Flow (ft) = 1.80
----------------------------------------------------------------------------------------------------------------
Line 2 Q = 6.49 Size= 24 x 24 (Cir) Nv =0.013 Len =36.0 JLC= 1.00
LINE 2A/Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.71 24 37.08 37.15 3.14 2.07 0.00 2.67
Upstrm 33.82 24 37.11 37.18 3.14 2.07 0.00 2.56
Drainage area (ac) = 1.27 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.81 Slope energy grade line (%) = 0.082
Time of conc. (min) = 10.00 Critical depth (in) = 11
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 38.38
Intensity @ 10 yr (in/hr) = 6.31 Upstream surcharge (ft) = 1.30
Cumulative C x A = 1.03 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 6.49 Full-flow capacity (cfs) = 12.39
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 6.49 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.30
Q Captured (cfs) = 1.74 Cross slope (ft/ft) = 0.25
Q Bypassed to I (cfs) = 4.75 Width of Flow (ft) = 1.59
----------------------------------------------------------------------------------------------------------------

Line 3 Q =2.32 Size= 15 x 15 (Cir) Nv = 0.013 Len = 22.0 JLC= 1.00
LINE 3A/Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 34.50 15 37.08 37.14 1.23 1.89 0.00 2.63
Upstrm 36.00 13 37.10 37.17 1.15 2.01 0.79 3.75
Drainage area (ac) = 0.23 Slope of invert (%) = 6.800
Runoff coefficient (C) = 0.82 Slope energy grade line (%) = 0.124
Time of conc. (min) = 5.78 Critical depth (in) = 7
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 41.00
Intensity @ 10 yr (in/hr) = 7.06 Upstream surcharge (ft) = 0.00
Cumulative C x A = 0.33 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 2.32 Full-flow capacity (cfs) = 16.84
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 1.36 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.30
Q Captured (cfs) = 0.66 Cross slope (ft/ft) = 0.25
Q Bypassed to 1 (cfs) = 0.71 Width of Flow (ft) = 0.88
----------------------------------------------------------------------------------------------------------------
Line 4 Q= 0.99 Size= 15 x 15 (Cir) Nv=0.013 Len = 55.0 JLC = 1.00
LINE 4A/Downstream line = 3
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 36.00 14 37.17 37.18 1.19 0.83 1.21 3.75
Upstrm 37.15 5 37.55 37.69 0.34 2.95 1.17 3.00
Drainage area (ac) = 0.00 Slope of invert (%) = 2.100
Runoff coefficient (C) = 0.00 Slope energy grade line (%) = 0.928
Time of conc. (min) = 5.48 Critical depth (in) = 5
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 41.40
Intensity @ 10 yr (in/hr) = 7.13 Upstream surcharge (ft) = 0.00
Cumulative C x A = 0.14 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 0.99 Full-flow capacity (cfs) = 9.36
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 0.00 Net Type = MH
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to 3 (cfs) = 0.00 Width of Flow (ft) = 0.00
----------------------------------------------------------------------------------------------------------------

Line 5 Q= 1.01 Size= 15 a 15 (Cir) Nv=0.013 Len =86.0 JLC= 1.00
LINE 5A/Downstream line = 4
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 37.17 6 37.69 37.76 0.48 2.10 0.80 2.98
Upstrm 37.43 5 37.87 37.98 0.39 2.59 1.20 1.87
Drainage area (ac) = 0.16 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.87 Slope energy grade line (%) = 0.254
Time of cone. (min) = 5.00 Critical depth (in) = 5
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 40.55
Intensity @ 10 yr (in/hr) = 7.23 Upstream surcharge (ft) = 0.00
Cumulative C x A = 0.14 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 1.01 Full-flow capacity (cfs) = 3.54
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 1.01 Inlet Type = Grate
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 1.01 Cross slope (ft/ft) = 0.09
Q Bypassed to 4 (cfs) = 0.00 Width of Flow (ft) = 5.32
----------------------------------------------------------------------------------------------------------------

Plan View
1
5
2
Proj.file: PIPE10B.STM OF file:WILM.IDF No. Lines:6 06-03-1997

Line 1 Q = 23.54 Size=36 x 36 (Cir) Nv = 0.013 Len = 125.0 JLC= 1.00
LINE 1B / Outfall
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 32.40 36 36.24 36.41 7.07 3.33 0.00 2.60
Upstrm 32.78 36 36.40 36.57 7.07 3.33 0.00 3.42
Drainage area (ac) = 1.28 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.125
Time of conc. (min) = 11.47 Critical depth (in) = 19
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 39.20
Intensity @ 10 yr (in/hr) = 6.08 Upstream surcharge (ft) = 0.62
Cumulative C x A = 3.87 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 23.54 Full-flow capacity (cfs) = 36.53
-------------------------------------------- ------------------------------------------------ ---
Q Catchment (cfs) = 7.77 Inlet Type = MH
Q Carryover (cfs) = 12.11 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to offsite = 19.89 Width of Flow (ft) = 0.00
----------------------------------------------------------------------------------------------------------------
Line 2 Q = 12.01 Size=30 x 30 (Cir) Nv = 0.013 Len = 241.0 JLC = 1.00
LINE 2B /Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.00 30 36.57 36.66 4.91 2.45 0.00 3.70
Upstrm 33.72 30 36.78 36.87 4.91 2.45 0.00 1.88
Drainage area (ac) = 0.00 Slope,of invert (%) = 0.300
Runoff coefficient (C) = 0.00 Slope energy grade line (%) = 0.086
Time of conc. (min) = 10.13 Critical depth (in) = 14
Inlet Time (min) = 0.00 Natural ground elev. (ft) = 38.10
Intensity @ 10 yr (in/hr) = 6.29 Upstream surcharge (ft) = 0.55
Cumulative C x A = 1.91 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 12.01 Full-flow capacity (cfs) = 22.46
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 0.00 Inlet Type = MH
Q Carryover (cfs) = 9.05 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to 1 (cfs) = 9.05 Width of Flow (ft) = 0.00
---------------------------------------------------------------------------------------------------------------

Line 3 Q = 6.75 Size= 18 x 18 (Cir) Nv = 0.013 Len =21.0 JLC= 1.00
LINE 3B /Downstream line= 2
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.82 18 36.87 37.10 1.77 3.82 0.00 2.78
Upstrm 33.88 18 36.96 37.18 1.77 3.82 0.00 2.20
Drainage area (ac) = 1.27 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.414
Time of conc. (min) = 10.00 Critical depth (in) = 12
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 37.58
Intensity @ 10 yr (in/hr) = 6.31 Upstream surcharge (ft) = 1.57
Cumulative C x A = 1.07 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 6.75 Full-flow capacity (cfs) = 5.75
-------------------------------------------- ---------------------------------------------------
Q Catchment (cfs) = 6.75 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.61 Cross slope (ft/ft) = 0.25
Q Bypassed to 2 (cfs) = 5.14 Width of Flow (ft) = 1.51
----------------------------------------------------------------------------------------------------------------
Line 4 Q = 5.30 Size= 18 x 18 (Cir) Nv=0.013 Len = 23.0 JLC = 1.00
LINE 413 /Downstream line=2
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.82 18 36.87 37.01 1.77 3.00 0.00 2.78
Upstrm 33.89 18 36.93 37.07 1.77 3.00 0.00 2.19
Drainage area (ac) = 1.00 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.255
Time of conc. (min) = 10.00 Critical depth (in) = 11
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 37.58
Intensity @ 10 yr (in/lu) = 6.31 Upstream surcharge (ft) = 1.54
Cumulative C x A = 0.84 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 5.30 Full-flow capacity (cfs) = 5.75
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 5.30 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.39 Cross slope (ft/ft) = 0.25
Q Bypassed to 2 (cfs) = 3.91 Width of Flow (ft) = 1.38
----------------------------------------------------------------------------------------------------------------

Line 5 Q= 5.55 Size= 18 x 18 (Cir) Nv = 0.013 Len = 15.0 JLC= 1.00
LINE 5B /Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 32.88 18 36.57 36.72 1.77 3.14 0.00 4.82
Upstrm 33.50 18 36.61 36.76 1.77 3.14 0.00 3.60
Drainage area (ac) = 0.10 Slope of invert (%) 4.130
Runoff coefficient (C) = 0.78 Slope energy grade line (%) = 0.279
Time of cone. (min) = 10.20 Critical depth (in) = 11
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 38.60
Intensity @ 10 yr (in/hr) = 6.28 Upstream surcharge (ft) = 1.61
Cumulative C x A = 0.88 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 5.55 Full-flow capacity (cfs) = 21.34
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 0.56 Inlet Type = Curb
Q Carryover (cfs) = 3.73 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.22 Cross slope (ft/ft) = 0.25
Q Bypassed to 1 (cfs) = 3.07 Width of Flow (ft) = 1.27
----------------------------------------------------------------------------------------------------------------
Line 6 Q = 5.09 Size= 18 x 18 (Cir) Nv= 0.013 Len =36.0 JLC= 1.00
LINE 6B /Downstream line= 5
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.50 18 36.76 36.89 1.77 2.88 0.00 3.60
Upstrm 33.61 18 36.85 36.98 1.77 2.88 0.00 3.49
Drainage area (ac) = 0.96 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.235
Time of cone. (min) = 10.00 Critical depth (in) = 10
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 38.60
Intensity @ 10 yr (in/hr) = 6.31 Upstream surcharge (ft) = 1.74
Cumulative C x A = 0.81 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 5.09 Full-flow capacity (cfs) = 5.75
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 5.09 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.36 Cross slope (ft/ft) = 0.25
Q Bypassed to 5 (cfs) = 3.73 Width of Flow (ft) = 1.36
----------------------------------------------------------------------------------------------------------------

STORMWATER CALCULATIONS
FOR
10-YEAR STORM
FOR
DETENTION POND
FOR THE
GOURMET CENTER
WILMINGTON,NORTH CAROLINA

Hydrograph Summary Report Page ,
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft)
1 SCS Runoff 25.7 5 745 3.65 10 — ENTIRE SITE
2 Reservoir 5.4 5 795 3.60 10 1 36.25 85057 OUTLET TO NEW
Proj. file: POND141.GPW TIDF file: New.IDF Run date: 06-03-1997

Hydrograph Report
Page 7
Hyd. No. 1
ENTIRE SITE
Hydrograph type = SCS Runoff Peak discharge = 25.66 cfs
Storm frequency = 10 yrs Time interval = 5 min
Drainage area = 8.2 ac Curve number = 87
Basin Slope = .3 % Hydraulic length = 850 ft
Tc method = LAG Time of conc. (Tc) = 40.2 min
Total precip. = 7.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Total Volume=159,021 cult,3.651 aclt
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
7.92 0.50 10.58 1.96 13.25 5.44 15.92 1.74
8.00 0.52 10.67 2.05 13.33 4.81 16.00 1.69
8.08 0.54 10.75 2.15 13.42 4.39 16.08 1.64
8.17 0.57 10.83 2.25 13.50 4.11 16.17 1.59
8.25 0.59 10.92 2.35 13.58 3.90 16.25 1.54
8.33 0.62 11.00 2.46 13.67 3.72 16.33 1.50
8.42 0.64 11.08 2.57 13.75 3.57 16.42 1.46
8.50 0.68 11.17 2.69 13.83 3.44 16.50 1.42
8.58 0.71 11.25 2.83 13.92 3.32 16.58 1.39
8.67 0.74 11.33 3.01 14.00 3.22 16.67 1.36
8.75 0.78 11.42 3.22 14.08 3.11 16.75 1.33
8.83 0.82 11.50 3.46 14.17 3.01 16.83 1.31
8.92 0,86 11.58 3.79 14.25 2.91 16.92 1.28
9.00 0.90 11.67 4.29 14.33 2.82 17.00 1.26
9.08 0.95 11.75 5.06 14.42 2.73 17.08 1.24
9.17 0.99 11.83 6.19 14.50 2.66 17.17 1.22
9.25 1.04 11.92 7.81 14.58 2.59 17.25 1.19
9.33 1.09 12.00 10.52 14.67 2.52 17.33 1.17
9.42 1.13 12.08 14.19 14.75 2.46 17.42 1.15
9.50 1.18 12.17 17.95 14.83 2.41 17.50 1.13
9.58 1.23 12.25 21.48 14.92 2.36 17.58 1.11
9.67 1.28 12.33 24.47 15.00 2.30 17.67 1.08
9.75 1.33 12.42 25.66<< 15.08 2.25 17.75 1.06
9.83 1.38 12.50 24.88 15.17 2.20 17.83 1.04
9.92 1.44 12.58 23.19 15.25 2.15 17.92 1.02
10.00 1.49 12.67 20.83 15.33 2.10 18.00 0.99
10.08 1.54 12.75 18.04 15.42 2.05 18.08 0.97
10.17 1.60 12.83 15.06 15.50 2.00 18.17 0.95
10.25 1.66 12.92 12.15 15.58 1.95 18.25 0.93
10.33 1.73 13.00 9.50 15.67 1.90 18.33 0.91
10.42 1.80 13.08 7.54 15.75 1.84 18.42 0.89
10.50 1.88 13.17 6.33 15.83 1.79 18.50 0.88
Continues on next page...

ENTIRE SITE page 2
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
18.58 0.87 22.67 0.61
18.67 0.86 22.75 0.60
18.75 0.85 22.83 0.59
18.83 0.84 22.92 0.58
18.92 0.83 23.00 0.56
19.00 0.83 23.08 0.55
19.08 0.82 23.17 0.54
19.17 0.81 23.25 0.54
19.25 0.81 23.33 0.53
19.33 0.80 23.42 0.53
19.42 0.79 23.50 0.52
19.50 0.78 23.58 0.52
19.58 0.78 23.67 0.51
19.67 0.77 23.75 0.51
19.75 0.76 23.83 0.50
19.83 0.76
19.92 0.75
20.00 0.74 ...End
20.08 0.74
20.17 0.73
20.25 0.72
20.33 0.72
20.42 0.71
20.50 0.70
20.58 0.70
20.67 0.69
20.75 0.68
20.83 0.68
20.92 0.67
21.00 0.66
21.08 0.66
21.17 0.65
21.25 0.64
21.33 0.64
21.42 0.63
21.50 0.62
21.58 0.62
21.67 0.61
21.75 0.60
21.83 0.60
21.92 0.59
22.00 0.58
22.08 0.59
22.17 0.60
22.25 0.62
22.33 0.63
22.42 0.64
22.50 0.63
22.58 0.62

Hydrograph Report Page 1
Hyd. No. 2
OUTLET TO NEW CENTER
Hydrograph type = Reservoir Peak discharge = 5.46 cfs
Storm frequency = 10 yrs Time interval = 5 min
Inflow hyd. No. = 1 Reservoir name = POND
Max. Elevation = 36.25 ft Max. Storage = 86,002 cuft
Smmge Ind"fion m ffi d us . Total Volume=156,726 cuft,3.598 acft
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
11.83 6.19 34.11 6.34 1.07 0.11 - - - 1.17
11.92 7.81 34.18 6.52 1.27 0.11 - - - 1.38
12.00 10.52 34.27 6.77 1.50 0.11 - - - 1.61
12.08 14.19 34.39 7.09 1.77 0.12 - - - 1.89
12.17 17.95 34.55 7.60 2.07 0.13 - - - 2.19
12.25 21.48 34.75 8.50 2.39 0.13 - - - 2.52
12.33 24.47 34.98 9.45 2.77 0.14 - - - 2.91
12.42 25.66<< 35.21 10.27 3.29 0.15 - - - 3.44
12.50 24.88 35.43 11.02 3.72 0.15 - - - 3.87
12.58 23.19 35.63 11.67 4.11 0.16 - - - 4.26
12.67 20.83 35.81 12.21 4.41 0.16 - - - 4.57
12.75 18.04 35.96 12.65 4.65 0.16 - - - 4.81
12.83 15.06 36.07 12.96 4.81 0.16 - - - 4.98
12.92 12.15 36.15 13.17 4.93 0.16 - - - 5.09
13.00 9.50 36.20 13.32 5.00 0.16 0.00 - - 5.17
13.08 7.54 36.23 13.40 5.04 0.16 0.14 - - 5.35
13.17 6.33 36.24 13.43 5.06 0.16 0.20 - - 5.43
13.25 5.44 36.25<< 13.45 5.07 0.16 0.22 = - 5.46<<
13.33 4.81 36.24 13.44 5.07 0.16 0.21 - - 5.44
13.42 4.39 36.24 13.42 5.05 0.16 0.17 - - 5.39
13.50 4.11 36.23 13.39 5.04 0.16 0.13 - - 5.33
13.58 3.90 36.22 13.36 5.02 0.16 0.07 - - 5.26
13.67 3.72 36.20 13.32 5.01 0.16 0.01 - - 5.18
13.75 3.57 36.19 13.29 4.99 0.16 - - - 5.15
13.83 3.44 36.17 13.25 4.96 0.16 - - - 5.13
13.92 3.32 36.16 13.20 4.94 0.16 - - - 5.11
14.00 3.22 36.14 13.16 4.92 0.16 - - - 5.08
14.08 3.11 36.12 13.11 4.89 0.16 - - - 5.06
14.17 3.01 36.11 13.06 4.87 0.16 - - - 5.03
14.25 2.91 36.09 13.01 4.84 0.16 - - - 5.00
14.33 2.82 36.07 12.95 4.81 0.16 - - - 4.97
14.42 2.73 36.05 12.90 4.78 0.16 - - - 4.94
14.50 2.66 36.03 12.84 4.75 0.16 - - - 4.91
14.58 2.59 36.01 12.78 4.72 0.16 - - - 4.88
14.67 2.52 35.99 12.72 4.69 0.16 - - - 4.85
14.75 2.46 35.96 12.65 4.65 0.16 - - - 4.81
Continues on next page...

OUTLET TO NEW CENTER page 2
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (Cfs) (Cfs) (cfs) (cfs) (Cfs) (cfs)
14.83 2.41 35.94 12.58 4.61 0.16 - - - 4.77
14.92 2.36 35.91 12.51 4.57 0.16 - - - 4.73
15.00 2.30 35.89 12.44 4.54 0.16 - - - 4.70
15.08 2.25 35.87 12.37 4.50 0.16 - - - 4.66
15.17 2.20 35.84 12.30 4.46 0.16 - - - 4.62
15.25 2.15 35.82 12.23 4.42 0.16 - - - 4.58
15.33 2.10 35.79 12.15 4.38 0.16 - - - 4.54
15.42 2.05 35.77 12.08 4.34 0.16 - - - 4.50
15.50 2.00 35.74 12.01 4.30 0.16 - - - 4.45
15.58 1.95 35.72 11.93 4.25 0.16 - - - 4.41
15.67 1.90 35.69 11.85 4.21 0.16 - - - 4.37
15.75 1.84 35.67 11.78 4.17 0.16 - - - 4.32
15.83 1.79 35.64 11.70 4.13 0.16 - - - 4.28
15.92 1.74 35.62 11.62 4.08 0.15 - - - 4.24
16.00 1.69 35.59 11.54 4.03 0.15 - - - 4.19
16.08 1.64 35.56 11.46 3.97 0.15 - - - 4.12
16.17 1.59 35.54 11.38 3.91 0.15 - - - 4.06
16.25 1.54 35.51 11.30 3.85 0.15 - - - 4.00
16.33 1.50 35.49 11.22 3.80 0.15 - - - 3.95
16.42 1.46 35.46 11.14 3.77 0.15 - - - 3.92
16.50 1.42 35.44 11.06 3.74 0.15 - - - 3.89
16.58 1.39 35.41 10.97 3.70 0.15 - - - 3.85
16.67 1.36 35.39 10.89 3.66 0.15 - - - 3.81
16.75 1.33 35.36 10.81 3.61 0.15 - - - 3.76
16.83 1.31 35.34 10.73 3.57 0.15 - - - 3.71
16.92 1.28 35.32 10.64 3.52 0.15 - - - 3.66
17.00 1.26 35.29 10.56 3.47 0.15 - - - 3.62
17.08 1.24 35.27 10.48 3.42 0.15 - - - 3.56
17.17 1.22 35.24 10.40 3.37 0.15 - - - 3.51
17.25 1.19 35.22 10.32 3.32 0.15 - - - 3.46
17.33 1.17 35.20 10.24 3.27 0.15 - - - 3.42
17.42 1.15 35.18 10.16 3.22 0.14 - - - 3.36
17.50 1.13 35.15 10.08 3.17 0.14 - - - 3.31
17.58 1.11 35.13 10.00 3.12 0.14 - - - 3.26
17.67 1.08 35.11 9.92 3.07 0.14 - - - 3.21
17.75 1.06 35.09 9.84 3.02 0.14 - - - 3.16
17.83 1.04 35.07 9.76 2.97 0.14 - - - 3.11
17.92 1.02 35.05 9.68 2.91 0.14 - - - 3.06
18.00 0.99 35.02 9.60 2.86 0.14 - - - 3.01
18.08 0.97 35.00 9.53 2.81 0.14 - - - 2.96
18.17 0.95 34.98 9.44 2.77 0.14 - - - 2.91
18.25 0.93 34.96 9.36 2.72 0.14 - - - 2.86
18.33 0.91 34.94 9.27 2.68 0.14 - = - 2.82
18.42 0.89 34.92 9.18 2.64 0.14 - - - 2.78
18.50 0.88 34.89 9.10 2.60 0.14 - - - 2.74
18.58 0.87 34.87 9.01 2.57 0.14 - - - 2.70
18.67 0.86 34.85 8.93 2.54 0.14 - - - 2.67
18.75 0.85 34.83 8.84 2.51 0.14 - - - 2.64
18.83 0.84 34.81 8.76 2.48 0.13 - - - 2.61
Continues on next page...

OUTLET TO NEW CENTER page 3
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) Ids) (cfs) (cfs) (cfs)
18.92 0.83 34.79 8.67 2.45 0.13 - - - 2.58
19.00 0.83 34.77 8.59 2.42 0.13 - - - 2.55
19.08 0.82 34.75 8.50 2.39 0.13 - - - 2.52
19.17 0.81 34.73 8.42 2.36 0.13 - - - 2.49
19.25 0.81 34.71 8.34 2.33 0.13 - - - 2.46
19.33 0.80 34.69 8.26 2.30 0.13 - - - 2.43
19.42 0.79 34.67 8.17 2.27 0.13 - - - 2.40
19.50 0.78 34.65 8.09 2.24 0.13 - - - 2.37
19.58 0.78 34.64 8.01 2.21 0.13 - - - 2.34
19.67 0.77 34.62 7.93 2.19 0.13 - - - 2.31
19.75 0.76 34.60 7.85 2.16 0.13 - - - 2.28
19.83 0.76 34.58 7.77 2.13 0.13 - - - 2.25
19.92 0.75 34.57 7.68 2.10 0.13 - - - 2.22
20.00 0.74 34.55 7.60 2.07 0.13 - - - 2.19
20.08 0.74 34.53 7.52 2.04 0.13 - - - 2.17
20.17 0.73 34.52 7.45 2.01 0.12 - - - 2.14
20.25 0.72 34.50 7.37 1.98 0.12 - - - 2.11
20.33 0.72 34.48 7.33 1.95 0.12 - - - 2.08
20.42 0.71 34.47 7.29 1.92 0.12 - - - 2.05
20.50 0.70 34.45 7.25 1.90 0.12 - - - 2.02
20.58 0.70 34.44 7.22 1.87 0.12 - - - 1.99
20.67 0.69 34.42 7.18 1.84 0.12 - - - 1.96
20.75 0.68 34.41 7.14 1.81 0.12 - - - 1.93
20.83 0.68 34.40 7.11 1.78 0.12 - - - 1.90
20.92 0.67 34.38 7.07 1.75 0.12 - - - 1.87
21.00 0.66 34.37 7.03 1.72 0.12 - - - 1.84
21.08 0.66 34.35 7.00 1.70 0.12 - - - 1.81
21.17 0.65 34.34 6.96 1.67 0.12 - - - 1.79
21.25 0.64 34.33 6.93 1.64 0.12 - - - 1.76
21.33 0.64 34.31 6.90 1.61 0.12 - - - 1.73
21.42 0.63 34.30 6.87 1.59 0.12 - - - 1.70
21.50 0.62 34.29 6.83 1.56 0.12 - - - 1.67
21.58 0.62 34.28 6.80 1.53 0.11 - - - 1.64
21.67 0.61 34.27 6.77 1.50 0.11 - - - 1.61
21.75 0.60 34.25 6.74 1.47 0.11 - - - 1.59
21.83 0.60 34.24 6.71 1.44 0.11 - - - 1.56
21.92 0.59 34.23 6.68 1.42 0.11 - - - 1.53
22.00 0.58 34.22 6.65 1.39 0.11 - - - 1.50
22.08 0.59 34.21 6.62 1.37 0.11 - - - 1.48
22.17 0.60 34.20 6.59 1.34 0.11 - - - 1.45
22.25 0.62 34.19 6.57 1.31 0.11 - - - 1.42
22.33 0.63 34.18 6.54 1.29 0.11 - - 1.40
22.42 0.64 34.17 6.52 1.26 0.11 - - - 1.37
22.50 0.63 34.17 6.50 1.23 0.11 - - - 1.34
22.58 0.62 34.16 6.47 1.21 0.11 - - - 1.32
22.67 0.61 34.15 6.45. 1.19 0.11 - - - 1.29
22.75 0.60 34.14 6.43 1.16 0.11 - - - 1.27
22.83 0.59 34.13 6.41 1.14 0.11 - - - 1.25
22.92 0.58 34.13 6.39 1.12 0.11 - - - 1.22
Continues on next page...

OUTLET TO NEW CENTER Page 4
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
23.00 0.56 34.12 6.36 1.09 0.11 - - - 1.20
23.08 0.55 34.11 6.34 1.07 0.11 - - - 1.18
23.17 0.54 34.10 6.32 1.05 0.11 - - - 1.16
23.25 0.54 34.10 6.29 1.03 0.11 - - - 1.13
23.33 0.53 34.09 6.22 1.00 0.11 - - - 1.10
23.42 0.53 34.08 6.16 0.97 0.11 - - - 1.07
23.50 0.52 34.08 6.10 0.94 0.10 - - - 1.05
23.58 0.52 34.07 6.04 0.92 0.10 - - - 1.02
...End

Reservoir Report
Page 1
Reservoir No. 1
POND
Culvert/ Orifice Structures Weir Structures
[A] [B] [C] [A] [B] [C]
Rise(in) = 18.0 12.0 2.0 Crest Len (ft) = 12.6 20.0 0.0
Span (in) = 18.0 12.0 2.0 Crest El.(ft) = 36.25 37.50 0.00
No. Barrels = 1 1 1 Weir Coeff. = 3.30 3.00 3.00
Invert El. (ft) = 33.00 33.95 33.00 Eqn. Exp. = 1.50 1.50 1.50
Length (ft) = 470.0 0.0 0.0 Multistage = No No No
Slope (%) = 0.30 0.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
Multistage = - Yes Yes Tailwater Elevation = 32.50 It
Note:All oufflovn have been analyzed under inlet and outlet control.
Stage / Storage I Discharge Table
Stage Storage Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.0 00 33.00 0.00 0.00 0.00 0.00 0.00 - 0.00
0.1 2,234 33.10 1.90 0.00 0.02 0.00 0.00 - 0.02
0.2 4,469 33.20 2.69 0.00 0.03 0.00 0.00 - 0.03
0.3 6,703 33.30 3.30 0.00 0.05 0.00 0.00 - 0.05
0.4 8,938 33.40 3.81 0.00 0.06 0.00 0.00 - 0.06
0.5 11,172 33.50 4.25 0.00 0.07 0.00 0.00 - 0.07
0.6 13,406 33.60 4.66 0.00 0.08 0.00 0.00 - 0.08
0.7 15,641 33.70 4.91 0.00 0.08 0.00 0.00 - 0.08
0.8 17,875 33.80 5.12 0.00 0.09 0.00 0.00 - 0.09
0.9 20,110 33.90 5.31 0.00 0.09 0.00 0.00 - 0.09
1.0 22,344 34.00 5.33 0.60 0.10 0.00 0.00 - 0.70
1.1 24,942 34.10 6.31 1.04 0.11 0.00 0.00 - 1.14
1.2 27,540 34.20 6.59 1.34 0.11 0.00 0.00 - 1.45
1.3 30,138 34.30 6.86 1.58 0.12 0.00 0.00 - 1.70
1.4 32,736 34.40 7.12 1.79 0.12 0.00 0.00 - 1.91
1.5 35,335 34.50 7.37 1.98 0.12 0.00 0.00 - 2.11
1.6 37,933 34.60 7.84 2.16 0.13 0.00 0.00 - 2.28
1.7 40,531 34.70 8.29 2.32 0.13 0.00 0.00 - 2.45
1.8 43,129 34.80 8.72 2.47 0.13 0.00 0.00 - 2.60
1.9 45,727 34.90 9.12 2.61 0.14 0.00 0.00 - 2.74
2.0 48,325 35.00 9.51 2.80 0.14 0.00 0.00 - 2.94
2.1 51,273 35.10 9.89 3.05 0.14 0.00 0.00 - 3.19
2.2 54,222 35.20 10.24 3.27 0.15 0.00 0.00 - 3.42
2.3 57,170 35.30 10.59 3.49 0.15 0.00 0.00 - 3.63
Continues on next page...

POND Page 2
Stage / Storage I Discharge Table
Stage Storage Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
2.4 60,119 35.40 10.93 3.69 0.15 0.00 0.00 - 3.84
2.5 63,067 35.50 11.25 3.82 0.15 0.00 0.00 - 3.97
2.6 66,015 35.60 11.57 4.05 0.15 0.00 0.00 - 4.21
2.7 68,964 35.70 11.88 4.23 0.16 0.00 0.00 - 4.38
2.8 71,912 35.80 12.18 4.39 0.16 0.00 0.00 - 4.55
2.9 74,861 35.90 12.47 4.55 0.16 0.00 0.00 - 4.71
3.0 77,809 36.00 12.76 4.71 0.16 0.00 0.00 - 4.87
3.1 81,116 36.10 13.04 4.86 0.16 0.00 0.00 - 5.02
3.2 84,423 36.20 13.32 5.00 0.16 0.00 0.00 - 5.17
3.3 87,730 36.30 13.59 5.14 0.17 0.46 0.00 - 5.77
3.4 91,037 36.40 13.85 5.28 0.17 2.41 0.00 - 7.86
3.5 94,344 36.50 14.11 5.41 0.17 5.18 0.00 - 10.76
3.6 97,651 36.60 14.36 5.54 0.17 8.59 0.00 - 14.30
3.7 100,958 36.70 14.61 5.67 0.17 12.52 0.00 - 18.36
3.8 104,265 36.80 14.86 5.80 0.17 16.92 0.00 - 22.89
3.9 107,572 36.90 15.10 5.92 0.18 21.74 0.00 - 27.83
4.0 110,879 37.00 15.34 6.04 0.18 26.94 0.00 - 33.16
4.1 114,555 37.10 15.57 6.16 0.18 32.51 0.00 - 38.84
4.2 118,231 37.20 15.80 6.27 0.18 38.41 0.00 - 44.86
4.3 121,906 37.30 16.03 6.38 0.19 44.63 0.00 - 51.20
4.4 125,582 37.40 16.25 6.49 0.19 51.16 0.00 - 57.84
4.5 129,258 37.50 16.48 6.60 0.19 57.97 0.00 - 64.76
4.6 132,934 37.60 16.69 6.71 0.19 65.06 1.90 - 73.86
4.7 136,610 37.70 16.91 6.82 0.19 72.43 5.37 - 84.80
4.8 140,285 37.80 17.12 6.92 0.19 80.05 9.86 - 97.02
4.9 143.961 37.90 17.33 7.02 0.20 87.92 15.18 - 110.31
5.0 147,637 38.00 17.54 7.12 0.20 96.03 21.21 - 124.57

STORMWATER CALCULATIONS
FOR
50-YEAR STORM
GOURMET CENTER
WILMINGTON, NORTH CAROLINA

Plan View
5
4
3
2
Proj.file: PIPE50A1.STM OF file:WILM.IDF No. Lines:5 06-03-1997

Line 1 Q = 14.33 Size= 24 a 24 (Cir) Nv= 0.013 Len = 235.0 JLC= 1.00
LINE 1A/ Outfall
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.00 24 36.81 37.13 3.14 4.56 0.00 3.00
Upstrm 33.71 24 37.75 38.08 3.14 4.56 0.00 2.67
Drainage area (ac) = 0.77 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.66 Slope energy grade line (%) = 0.401
Time of conc. (min) = 10.91 Critical depth (in) = 16
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 38.38
Intensity @ 50 yr (in/hr) = 7.68 Upstream surcharge (ft) = 2.05
Cumulative C x A = 1.86 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 14.33 Full-flow capacity (cfs) = 12.39
-------------------------------------------- ---------------------------------------------------
Q Catchment (cfs) = 4.51 Inlet Type = Curb
Q Carryover (cfs) = 7.01 Gutter slope (ft/ft) = 0.30
Q Captured (cfs) = 2.46 Cross slope (ft/ft) = 0.25
Q Bypassed to offsite = 9.06 Width of Flow (ft) = 1.97
----------------------------------------------------------------------------------------------------------------
Line 2 Q = 8.07 Size= 24 x 24 (Cir) Nv = 0.013 Len =34.0 JLC = 1.00
LINE 2A/Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.71 24 38.08 38.18 3.14 2.51 0.00 2.67
Upstrm 33.81 24 38.12 38.22 3.14 2.57 0.00 2.57
Drainage area (ac) = 1.27 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.81 Slope energy grade line (%) = 0.127
Time of conc. (min) = 10.00 Critical depth (in) = 12
Inlet Time (thin) = 10.00 Natural ground elev. (ft) = 38.38
Intensity @ 50 yr (in/hr) = 7.84 Upstream surcharge (ft) = 2.31
Cumulative C x A = 1.03 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 8.07 Full-flow capacity (cfs) = 12.39
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 8.07 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.30
Q Captured (cfs) = 1.98 Cross slope (ft/ft) = 0.25
Q Bypassed to 1 (cfs) = 6.09 Width of Flow (ft) = 1.72
----------------------------------------------------------------------------------------------------------------

Line 3 Q = 2.53 Size= 15 x 15 (Cir) Nv = 0.013 Len =22.0 JLC= 1.00
LINE 3A/Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.71 15 38.08 38.14 1.23 2.06 0.00 3.42
Upstrm 36.00 15 38.11 38.18 1.23 2.06 0.00 3.75
Drainage area (ac) = 0.23 Slope of invert (%) = 10.400
Runoff coefficient (C) = 0.82 Slope energy grade line (%) = 0.153
Time of conc. (min) = 10.78 Critical depth (in) = 8
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 41.00
Intensity @ 50 yr (in/hr) = 7.71 Upstream surcharge (ft) = 0.86
Cumulative C x A = 0.33 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 2.53 Full-flow capacity (cfs) = 20.82
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 1.67 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.30
Q Captured (cfs) = 0.75 Cross slope (ft/ft) = 0.25
Q Bypassed to 1 (cfs) = 0.92 Width of Flow (ft) = 0.95
----------------------------------------------------------------------------------------------------------------
Line 4 Q = 1.08 Size= 15 x 15 (Cir) Nv = 0.013 Len = 55.0 JLC = 1.00
LINE 4A/Downstream line =3
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 36.00 15 38.18 38.19 1.23 0.88 0.00 3.75
Upstrm 37.15 12 38.19 38.20 1.08 1.00 0.95 3.00
Drainage area (ac) = 0.00 Slope of invert (%) = 2.100
Runoff coefficient (C) = 0.00 Slope energy grade line (%) = 0.026
Time of cony (min) = 10.48 Critical depth (in) = 5
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 41.40
Intensity @ 50 yr (in/hr) = 7.76 Upstream surcharge (ft) = 0.00
Cumulative C x A = 0.14 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 1.08 Full-flow capacity (cfs) = 9.36
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 0.00 Inlet Type = MH
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to 3 (cfs) = 0.00 Width of Flow (ft) = 0.00
----------------------------------------------------------------------------------------------------------------

Line 5 Q = 1.09 Size= 15 x 15 (Cir) Nv= 0.013 Len = 86.0 JLC = 1.00
LINE 5A/Downstream line=4
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 37.17 12 38.20 38.22 1.08 1.01 1.14 2.98
Upstrm 37.43 10 38.22 38.25 0.82 1.33 1.20 1.72
Drainage area (ac) = 0.16 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.87 Slope energy grade line (%) = 0.036
Time of conc. (min) = 10.00 Critical depth (in) = 5
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 40.40
Intensity @ 50 yr (in/hr) = 7.84 Upstream surcharge (ft) = 0.00
Cumulative C x A = 0.14 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 1.09 Full-flow capacity (cfs) = 3.54
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 1.09 Inlet Type = Grate
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 1.09 Cross slope (ft/ft) = 0.09
Q Bypassed to 4 (cfs) = 0.00 Width of Flow (ft) = 6.26
----------------------------------------------------------------------------------------------------------------

Plan View
1
5
2
Proj. file: PIPE50B.STM OF file:WILM.IDF No. Lines:6 06-03-1997

Line 1 Q = 29.37 Size=36 x 36 (Cir) Nv= 0.013 Len = 125.0 JLC = 1.00
LINE 111 /Outfall
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 32.40 36 36.81 37.08 7.07 4.16 0.00 2.60
Upstrm 32.78 36 37.05 37.32 7.07 4.16 0.00 2.22
Drainage area (ac) = 1.28 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.194
Time of conc. (min) = 11.47 Critical depth (in) = 21
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 38.00
Intensity @ 50 yr (in/hr) = 7.59 Upstream surcharge (ft) = 1.28
Cumulative C x A = 3.87 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 29.37 Full-flow capacity (cfs) = 36.53
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 9.53 Inlet Type = MH
Q Carryover (cfs) = 15.61 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to offsite = 25.14 Width of Flow (ft) = 0.00
----------------------------------------------------------------------------------------------------------------
Line 2 Q = 14.94 Size= 30 x 30 (Cir) Nv= 0.013 Len = 241.0 JLC= 1.00
LINE 2B /Downstream line= I
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 32.88 30 37.32 37.46 4.91 3.04 0.00 2.62
Upstrm 33.60 30 37.64 37.78 4.91 3.04 0.00 2.00
Drainage area (ac) = 0.00 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.00 Slope energy grade line (%) = 0.133
Time of conc. (min) = 10.13 Critical depth (in) = 15
Inlet Time (min) = 0.00 Natural ground elev. (ft) = 38.10
Intensity @ 50 yr (in/hr) = 7.82 Upstream surcharge (ft) = 1.54
Cumulative C x A = 1.91 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 14.94 Full-flow capacity (cfs) = 22.46
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 0.00 Inlet Type = ME
Q Carryover (cfs) = 11.56 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to 1 (cfs) = 11.56 Width of Flow (ft) = 0.00
----------------------------------------------------------------------------------------------------------------

Line 3 Q = 8.40 Size= 18 x 18 (Cir) Nv =0.013 Len =21.0 JLC= 1.00
LINE 3B /Downstream line= 2
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.82 18 37.78 38.14 1.77 4.75 0.00 2.78
Upstrm 33.88 18 37.92 38.27 1.77 4.75 0.00 2.20
Drainage area (ac) = 1.27 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.640
Time of conc. (min) = 10.00 Critical depth (in) = 13
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 37.58
Intensity @ 50 yr (in/hr) = 7.84 Upstream surcharge (ft) = 2.54
Cumulative C x A = 1.07 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 8.40 Full-flow capacity (cfs) = 5.75
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 8.40 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.84 Cross slope (ft/ft) = 0.25
Q Bypassed to 2 (cfs) = 6.56 Width of Flow (ft) = 1.64
----------------------------------------------------------------------------------------------------------------
Line 4 Q = 6.59 Size= 18 x 18 (Cir) Nv= 0.013 Len = 23.0 JLC = 1.00
LINE 413 /Downstream line =2
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 33.82 18 37.78 38.00 1.77 3.73 0.00 2.78
Upstrm 33.89 18 37.88 38.09 1.77 3.73 0.00 2.19
Drainage area (ac) = 1.00 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.394
Time of conc. (min) = 10.00 Critical depth (in) = 12
Inlet Time (min) = 10.00 Natural ground elev. (ft) = 37.58
Intensity @ 50 yr (in/hr) = 7.84 Upstream surcharge (ft) = 2.49
Cumulative C x A = 0.84 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 6.59 Full-flow capacity (cfs) = 5.75
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 6.59 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.59 Cross slope (ft/ft) = 0.25
Q Bypassed to 2 (cfs) = 5.00 Width of Flow (ft) = 1.50
----------------------------------------------------------------------------------------------------------------

Line 5 Q = 6.90 Size= 18 x 18 (Cir) Nv= 0.013 Len = 15.0 JLC= 1.00
LINE 5B /Downstream line= 1
Invert Depth HGL EGL Area Vel T-Wid Cover
Dnstrm 32.88 18 37.32 37.56 1.77 3.91 0.00 3.62
Upstrm 33.50 18 37.39 37.62 1.77 3.91 0.00 3.60
Drainage area (ac) = 0.10 Slope of invert (%) = 4.130
Runoff coefficient (C) = 0.78 Slope energy grade line (%) = 0.432
Time of conc. (min) = 10.20 Critical depth (in) = 12
Inlet Time (min) = 5.00 Natural ground elev. (ft) = 38.60
Intensity @ 50 yr (in/hr) = 7.81 Upstream surcharge (ft) = 2.39
Cumulative C x A = 0.88 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 6.90 Full-flow capacity (cfs) = 21.34
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 0.69 Inlet Type = Curb
Q Carryover (cfs) = 4.77 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.42 Cross slope (ft/ft) = 0.25
Q Bypassed to 1 (cfs) = 4.05 Width of Flow (ft) = 1.39
----------------------------------------------------------------------------------------------------------------
Line 6 Q = 6.32 Size= 18 x 18 (Cir) Nv =0.013 Len =36.0 JLC = 1.00
LINE 613 /Downstream line= 5
Invert Depth HGL EGL Area Vel T-Wid Cover
Dustrm 33.50 18 37.62 37.82 1.77 3.58 0.00 3.60
Upstrm 33.61 18 37.75 37.95 1.77 3.58 0.00 3.49
Drainage area (ac) = 0.96 Slope of invert (%) = 0.300
Runoff coefficient (C) = 0.84 Slope energy grade line (%) = 0.363
Time of conc. (min) = 10.00 Critical depth (in) = 12
Inlet Time (thin) = 10.00 Natural ground elev. (ft) = 38.60
Intensity. @ 50 yr (in/hr) = 7.84 Upstream surcharge (ft) = 2.65
Cumulative C x A = 0.81 Additional Q (cfs) = 0.00
Q = CA x I (cfs) = 6.32 Full-flow capacity (cfs) = 5.75
-------------------------------------------- ----------------------------------------------------
Q Catchment (cfs) = 6.32 Inlet Type = Curb
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.43
Q Captured (cfs) = 1.55 Cross slope (ft/ft) = 0.25
Q Bypassed to 5 (cfs) = 4.77 Width of Flow (ft) = 1.47
----------------------------------------------------------------------------------------------------------------

STORMWATER CALCULATIONS
FOR
50-YEAR STORM
FOR
DETENTION POND
FOR THE
GOURMET CENTER
WILMINGTON, NORTH CAROLINA

Hydrograph Summary Report Page ,
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cgs) (min) (min) (acft) (yrs) (ft) (cuft)
1 SCS Runoff 34.3 5 745 4.95 50 — — — ENTIRE SITE
2 Reservoir 18.0 5 770 4.89 50 1 36.69 100639 OUTLET TO NEW
Proj. file: POND5041.GPW OF file: New.IDF Run date: 06-30-1997

Hydrograph Report
Page 1
Hyd. No. 1
ENTIRE SITE
Hydrograph type = SCS Runoff Peak discharge = 34.27 cfs
Storm frequency = 50 yrs Time interval = 5 min
Drainage area = 8.2 ac Curve number = 87
Basin Slope = .3 % Hydraulic length = 850 ft
Tc method = LAG Time of conc. (Tc) = 40.2 min
Total precip. = 9.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Total Volume=215,513 cult,4.M acft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
8.42 1.04 11.08 3.65 13.75 4.68 16.42 1.90
8.50 1.08 11.17 3.82 13.83 4.51 16.50 1.86
8.58 1.13 11.25 4.01 13.92 4.35 16.58 1.81
8.67 1.18 11.33 4.24 14.00 4.21 16.67 1.77
8.75 1.23 11.42 4.52 14.08 4.07 16.75 1.74
8.83 1.29 11.50 4.85 14.17 3.94 16.83 1.71
8.92 1.35 11.58 5.30 14.25 3.81 16.92 1.68
9.00 1.41 11.67 5.98 14.33 3.69 17.00 1.65
9.08 1.47 11.75 7.01 14.42 3.58 17.08 1.62
9.17 1.53 11.83 8.54 14.50 3.48 17.17 1.59
9.25 1.59 11.92 10.72 14.58 3.38 17.25 1.56
9.33 1.66 12.00 14.35 14.67 3.30 17.33 1.53
9.42 1.72 12.08 19.24 14.75 3.22 17.42 1.50
9.50 1.79 12.17 24.21 14.83 3.15 17.50 1.47
9.58 1.86 12.25 28.87 14.92 3.08 17.58 1.44
9.67 1.93 12.33 32.78 15.00 3.01 17.67 1.41
9.75 2.00 12.42 34.27« 15.08 2.95 17.75 1.38
9.83 2.07 12.50 33.15 15.17 2.88 17.83 1.35
9.92 2.14 12.58 30.84 15.25 2.81 17.92 1.32
10.00 2.21 12.67 27.64 15.33 2.74 18.00 1.29
10.08 2.28 12.75 23.89 15.42 2.68 18.08 1.27
10.17 2.36 12.83 19.91 15.50 2.61 18.17 1.24
10.25 2.44 12.92 16.03 15.58 2.54 18.25 1.21
10.33 2.53 13.00 12.51 15.67 2.48 18.33 1.19
10.42 2.62 13.08 9.92 15.75 2.41 18.42 1.16
10.50 2.73 13.17 8.31 15.83 2.34 18.50 1.15
10.58 2.84 13.25 7.14 15.92 2.27 18.58 1.13
10.67 2.96 13.33 6.31 16.00 2.21 18.67 1.12
10.75 3.09 13.42 5.75 16.08 2.14 18.75 1.10
10.83 3.22 13.50 5.39 16.17 2.08 18.83 1.09
10.92 3.36 13.58 5.11 16.25 2.01 18.92 1.08
11.00 3.50 13.67 4.88 16.33 1.96 19.00 1.08
Continues on next page...

ENTIRE SITE page 2
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
19.08 1.07
19.17 1.06
19.25 1.05
19.33 1.04
19.42 1.03
19.50 1.02
19.58 1.01
19.67 1.00
...End

Hydrograph Report
Page 1
Hyd. No. 2
OUTLET TO NEW CENTER
Hydrograph type = Reservoir Peak discharge = 17.98 cfs
Storm frequency = 50 yrs Time interval = 5 min
Inflow hyd. No. = 1 Reservoir name = POND
Max. Elevation = 36.69 ft Max. Storage = 100,639 cuft
SNxage mdeauon method used. _ Total Volume=213,163 cult,4.894 acft
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy.B Culy. C Weir A Weir B Weir C outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
11.08 3.65 34.10 6.26 1.01 0.11 - - - 1.12
11.17 3.82 34.12 6.38 1.11 0.11 - - - 1.22
11.25 4.01 34.16 6.47 1.20 0.11 - - - 1.31
11.33 4.24 34.19 6.56 1.30 0.11 - - - 1.41
11.42 4.52 34.22 6.65 1.39 0.11 - - - 1.50
11.50 4.85 34.26 6.75 1.48 0.11 - - - 1.59
11.58 5.30 34.30 6.85 1.57 0.12 - - - 1.69
11.67 5.98 34.34 6.97 1.67 0.12 - - - 1.79
11.75 7.01 34.40 7.11 1.78 0.12 - - - 1.90
11.83 8.54 34.46 7.28 1.91 0.12 - - - 2.04
11.92 10.72 34.55 7.60 2.07 0.13 - - - 2.19
12.00 14.35 34.67 8.15 2.26 0.13 - - - 2.39
12.08 19.24 34.83 8.85 2.51 0.14 - - - 2.65
12.17 24.21 35.04 9.68 2.91 0.14 - - - 3.06
12.25 28.87 35.28 10.53 3.45 0.15 - - - 3.59
12.33 32.78 35.56 11.43 3.95 0.15 - - - 4.10
12.42 34.27<< 35.85 12.33 4.48 0.16 - - - 4.64
12.50 33.15 36.13 13.12 4.90 0.16 - - - 5.06
12.58 30.84 36.36 13.76 5.23 0.16 1.73 - - 7.12
12.67 27.64 36.54 14.22 5.47 0.17 6.62 - - 12.26
12.75 23.89 36.65 14.48 5.60 0.17 10.43 - - 16.21
12.83 19.91 36.69<< 14.59 5.66 0.17 12.15 - - 17.98<<
12.92 16.03 36.69 14.59 5.66 0.17 12.15 - - 17.98
13.00 12.51 36.66 14.52 5.62 0.17 11.03 - - 16.82
13.08 9.92 36.62 14.41 5.57 0.17 9.34 - - 15.08
13.17 8.31 36.57 14.29 5.51 0.17 7.66 - - 13.34
13.25 7.14 36.53 14.18 5.45 0.17 6.17 - - 11.79
13.33 6.31 36.49 14.08 5.40 0.17 4.88 - - 10.45
13.42 5.75 36.45 13.99 5.35 0.16 3.90 - - 9.42
13.50 5.39 36.42 13.91 5.31 0.16 3.04 = - 8.52
13.58 5.11 36.40 13.84 5.28 0.16 2.34 - - 7.78
13.67 4.88 36.37 13.78 5.24 0.16 1.89 - - 7.30
13.75 4.68 36.35 13.72 5.22 0.16 1.49 - - 6.86
13.83 4.51 36.33 13.67 5.19 0.16 1.12 - - 6.47
13.92 4.35 36.32 13.63 5.17 0.16 0.79 - - 6.12
14.00 4.21 36.30 13.59 5.15 0.16 0.49 - - 5.80
Continues on next page...

OUTLET TO NEW CENTER page 2
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy.B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
14.08 4.07 36.29 13.55 5.12 0.16 0.40 - - 5.69
14.17 3.94 36.27 13.51 5.10 0.16 0.33 - - 5.60
14.25 3.81 36.26 13.47 5.08 0.16 0.26 - - 5.51
14.33 3.69 36.24 13.43 5.06 0.16 0.19 - - 5.41
14.42 3.58 36.23 13.39 5.04 0.16 0.12 - - 5.32
14.50 3.48 36.21 13.34 5.02 0.16 0.05 - - 5.22
14.58 3.38 36.19 13.30 4.99 0.16 - - - 5.16
14.67 3.30 36.18 13.25 4.97 0.16 - - - 5.13
14.75 3.22 36.16 13.21 4.94 0.16 - - - 5.11
14.83 3.15 36.14 13.16 4.92 0.16 - - - 5.08
14.92 3.08 36.13 13.11 4.89 0.16 - - - 5.06
15.00 3.01 36.11 13.06 4.87 0.16 - - - 5.03
15.08 2.95 36.09 13.01 4.84 0.16 - - - 5.00
15.17 2.88 36.07 12.96 4.81 0.16 - - - 4.97
15.25 2.81 36.05 12.90 4.78 0.16 - - - 4.94
15.33 2.74 36.03 12.85 4.75 0.16 - - - 4.92
15.42 2.68 36.01 12.79 4.72 0.16 - - - 4.89
15.50 2.61 35.99 12.73 4.69 0.16 - - - 4.85
15.58 2.54 35.97 12.67 4.66 0.16 - - - 4.82
15.67 2.48 35.94 12.60 4.62 0.16 - - - 4.78
15.75 2.41 35.92 12.53 4.58 0.16 - - - 4.74
15.83 2.34 35.90 12.46 4.55 0.16 - - - 4.71
15.92 2.27 35.87 12.39 4.51 0.16 - - - 4.67
16.00 2.21 35.85 12.32 4.47 0.16 - - - 4.63
16.08 2.14 35.82 12.25 4.43 0.16 - - - 4.59
16.17 2.08 35.80 12.18 4.39 0.16 - - - 4.55
16.25 2.01 35.77 12.10 4.35 0.16 - - - 4.51
16.33 1.96 35.75 12.02 4.31 0.16 - - - 4.46
16.42 1.90 35.72 11.95 4.26 0.16 - - - 4.42
16.50 1.86 35.70 11.87 4.22 0.16 - - - 4.38
16.58 1.81 35.67 11.79 4.18 0.16 - - - 4.33
16.67 1.77 35.64 11.71 4.13 0.16 - - - 4.29
16.75 1.74 35.62 11.63 4.09 0.15 - - - 4.24
16.83 1.71 35.59 11.55 4.04 0.15 - - - 4.19
16.92 1.68 35.57 11.47 3.98 0.15 - - - 4.13
17.00 1.65 35.54 11.39 3.92 0.15 - - - 4.07
17.08 1.62 35.52 11.32 3.86 0.15 - - - 4.01
17.17 1.59 35.50 11.24 3.81 0.15 - - - 3.96
17.25 1.56 35.47 11.16 3.78 0.15 - - - 3.93
17.33 1.53 35.45 11.08 3.75 0.15 - - - 3.90
17.42 1.50 35.42 11.00 3.72 0.15 - - - 3.87
17.50 1.47 35.40 10.92 3.68 0.15 - - - 3.83
17.58 1.44 35.37 10.84 3.64 0.15 - - - 3.78
17.67 1.41 35.35 10.76 3.59 0.15 - - - 3.74
17.75 1.38 35.33 10.68 3.54 0.15 - - - 3.69
17.83 1.35 35.30 10.61 3.49 0.15 - - - 3.64
17.92 1.32 35.28 10.53 3.45 0.15 - - - 3.59
18.00 1.29 35.26 10.45 3.40 0.15 - - - 3.54
18.08 1.27 35.24 10.37 3.35 0.15 - - - 3.49
Confinues on next page...

OUTLET TO NEW CENTER Page 3
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
18.17 1.24 35.21 10.29 3.30 0.15 - - - 3.45
18.25 1.21 35.19 10.21 3.25 0.15 - - - 3.40
18.33 1.19 35.17 10.13 3.20 0.14 - - - 3.35
18.42 1.16 35.15 10.05 3.15 0.14 - - - 3.30
18.50 1.15 35.12 9.97 3.10 0.14 - - - 3.25
18.58 1.13 35.10 9.90 3.06 0.14 - - - 3.20
18.67 1.12 35.08 9.82 3.01 0.14 - - - 3.15
18.75 1.10 35.06 9.74 2.96 0.14 - - - 3.10
18.83 1.09 35.04 9.67 2.91 0.14 - - - 3.05
18.92 1.08 35.02 9.59 2.86 0.14 - - - 3.00
19.00 1.08 35.00 9.52 2.81 0.14 - - - 2.95
19.08 1.07 34.98 9.44 2.77 0.14 - - - 2.91
19.17 1.06 34.96 9.36 2.73 0.14 - - - 2.87
19.25 1.05 34.94 9.28 2.69 0.14 - - - 2.82
19.33 1.04 34.92 9.20 2.65 0.14 - - - 2.78
19.42 1.03 34.90 9.12 2.61 0.14 - - - 2.74
19.50 1.02 34.88 9.04 2.58 0.14 - - - 2.72
19.58 1.01 34.86 8.96 2.55 0.14 - - - 2.69
19.67 1.00 34.84 8.89 2.52 0.14 - - - 2.66
19.75 1.00 34.82 8.81 2.50 0.13 - - - 2.63
19.83 0.99 34.80 8.73 2.47 0.13 - - - 2.60
19.92 0.98 34.79 8.65 2.44 0.13 - - - 2.58
20.00 0.97 34.77 8.58 2.42 0.13 - - - 2.55
20.08 0.96 34.75 8.50 2.39 0.13 - - - 2.52
20.17 0.95 34.73 8.42 2.36 0.13 - - - 2.49
20.25 0.94 34.71 8.35 2.34 0.13 - - - 2.47
20.33 0.93 34.70 8.27 2.31 0.13 - - - 2.44
20.42 0.93 34.68 8.20 2.28 0.13 - - - 2.41
20.50 0.92 34.66 8.12 2.25 0.13 - - - 2.38
20.58 0.91 34.64 8.04 2.23 0.13 - - - 2.36
20.67 0.90 34.63 7.97 2.20 0.13 - - - 2.33
20.75 0.89 34.61 7.90 2.17 0.13 - - - 2.30
20.83 0.88 34.60 7.82 2.15 0.13 - - - 2.28
20.92 0.87 34.58 7.75 2.12 0.13 - - - 2.25
21.00 0.86 34.56 7.67 2.09 0.13 - - - 2.22
21.08 0.86 34.55 7.60 2.07 0.13 - - - 2.19
21.17 0.85 34.53 7.52 2.04 0.13 - - - 2.16
21.25 0.84 34.52 7.45 2.01 0.12 - - - 2.14
21.33 0.83 34.50 7.38 1.99 0.12 - - - 2.11
21.42 0.82 34.49 7.34 1.96 0.12 - - - 2.08
21.50 0.81 34.47 7.30 1.93 0.12 - - - 2.06
21.58 0.80 34.46 7.27 1.91 0.12 - - - 2.03
21.67 0.79 34.45 7.23 1.88 0.12 - - - 2.00
21.75 0.78 34.43 7.20 1.85 0.12 - - - 1.97
21.83 0.78 34.42 7.16 1.83 0.12 - - - 1.95
21.92 0.77 34.40 7.13 1.80 0.12 - - - 1.92
22.00 0.76 34.39 7.10 1.77 0.12 - - - 1.89
22.08 0.77 34.38 7.06 1.75 0.12 - - - 1.87
22.17 0.78 34.37 7.03 1.72 0.12 - - - 1.84
Continues on next page...

OUTLET TO NEW CENTER Pape 4
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
22.25 0.80 34.35 7.00 1.70 0.12 - - - 1.81
22.33 0.82 34.34 6.97 1.67 0.12 - - - 1.79
22.42 0.84 34.33 6.94 1.65 0.12 - - - 1.77
22.50 0.83 34.32 6.91 1.63 0.12 - - - 1.74
22.58 0.81 34.31 6.89 1.60 0.12 - - - 1.72
22.67 0.80 34.30 6.86 1.58 0.12 - - - 1.70
22.75 0.78 34.29 6.83 1.56 0.12 - - - 1.67
22.83 0.77 34.28 6.80 1.53 0.11 - - - 1.65
22.92 0.75 34.27 6.78 1.51 0.11 - - - 1.62
23.00 0.73 34.26 6.75 1.48 0.11 - - - 1.60
23.08 0.71 34.25 6.72 1.46 0.11 - - - 1.57
23.17 0.71 34.24 6.70 1.43 0.11 - - - 1.55
23.25 0.70 34.23 6.67 1.41 0.11 - - - 1.52
23.33 0.69 34.22 6.65 1.39 0.11 - - - 1.50
23.42 0.69 34.21 6.62 1.36 0.11 - - - 1.48
23.50 0.68 34.20 6.60 1.34 0.11 - - - 1.45
23.58 0.67 34.19 6.57 1.32 0.11 - - - 1.43
23.67 0.67 34.18 6.55 1.29 0.11 - - - 1.40
23.75 0.66 34.18 6.52 1.27 0.11 - - - 1.38
23.83 0.65 34.17 6.50 1.24 0.11 - - - 1.35
23.92 0.65 34.16 6.48 1.22 0.11 - - - 1.33
24.00 0.64 34.15 6.46 1.19 0.11 - - - 1.30
24.08 0.61 34.14 6.44 1.17 0.11 - - - 1.28
24.17 0.57 34.14 6.41 1.15 0.11 - - - 1.25
24.25 0.51 34.13 6.39 1.12 0.11 - - - 1.23
24.33 0.43 34.12 6.37 1.10 0.11 - - - 1.20
24.42 0.33 34.11 6.34 1.07 0.11 - - - 1.18
24.50 0.25 34.10 6.31 1.04 0.11 - - - 1.14
24.58 0.18 34.09 6.22 0.99 0.11 - - - 1.10
24.67 0.12 34.08 6.12 0.95 0.10 - - - 1.05
24.75 0.07 34.07 6.01 0.90 0.10 - - - 1.00
...End

Reservoir Report
Page 1
Reservoir No. 1
POND
Culvert/ Orifice Structures Weir Structures
[A] [B] [C] [A] [B] [C]
Rise (in) = 18.0 12.0 2.0 Crest Len (ft) = 12.6 20.0 0.0
Span(in) = 18.0 12.0 2.0 Crest EL(ft) = 36.25 37.50 0.00
No.Barrels = 1 1 1 Weir Coeff. = 3.30 3.00 3.00
Invert El.(ft) = 33.00 33.95 33.00 Eqn. Exp. = 1.50 1.50 1.50
Length(ft) = 500.0 0.0 0.0 Multistage = No No No
Slope(%) = 0.30 0.00 0.00
N-Value = .013 .013 .013
Orif.Coeff. = 0.60 0.60 0.60
Multistage = - Yes Yes Tailwater Elevation = 32.50 ft
Note:All oulflo have been emly[ under inlet end outlet mn 1.
Stage / Storage I Discharge Table
Stage Storage Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.0 00 33.00 0.00 0.00 0.00 0.00 0.00 - 0.00
0.1 2,234 33.10 1.90 0.00 0.02 0.00 0.00 - 0.02
0.2 4,469 33.20 2.69 0.00 0.03 0.00 0.00 - 0.03
0.3 6,703 33.30 3.30 0.00 0.05 0.00 0.00 - 0.05
0.4 8,938 33.40 3.81 0.00 0.06 0.00 0.00 - 0.06
0.5 11,172 33.50 4.25 0.00 0.07 0.00 0.00 - 0.07
0.6 13,406 33.60 4.58 0.00 0.08 0.00 0.00 - 0.08
0.7 15,641 33.70 4.79 0.00 0.08 0.00 0.00 - 0.08
0.8 17,875 33.80 4.98 0.00 0.09 0.00 0.00 - 0.09
0.9 20,110 33.90 5.17 0.00 0.09 0.00 0.00 - 0.09
1.0 22,344 34.00 5.35 0.60 0.10 0.00 0.00 - 0.70
1.1 24,942 34.10 6.31 1.04 0.11 0.00 0.00 - 1.14
1.2 27,540 34.20 6.59 1.34 0.11 0.00 0.00 - 1.45
1.3 30,138 34.30 6.86 1.58 0.12 0.00 0.00 - 1.70
1.4 32,736 34.40 7.12 1.79 0.12 0.00 0.00 - 1.91
1.5 35,334 34.50 7.37 1.98 0.12 0.00 0.00 - 2.11
1.6 37,931 34.60 7.84 2.16 0.13 0.00 0.00 - 2.28
1.7 40,529 34.70 8.29 2.32 0.13 0.00 0.00 - 2.45
1.8 43,127 34.80 8.72 2.47 0.13 0.00 0.00 - 2.60
1.9 45,725 34.90 9.12 2.61 0.14 0.00 0.00 - 2.74
2.0 48,323 35.00 9.51 2.80 0.14 0.00 0.00 - 2.94
2.1 51,271 35.10 9.89 3.05 0.14 0.00 0.00 - 3.19
2.2 54,219 35.20 10.24 3.27 0.15 0.00 0.00 - 3.42
2.3 57,168 35.30 10.59 3.49 0.15 0.00 0.00 - 3.63
Continues on next page...

POND Page 2
Stage / Storage / Discharge Table
Stage Storage Elevation Culv.A Culy. B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
2.4 60,116 35.40 10.93 3.69 0.15 0.00 0.00 - 3.84
2.5 63,064 35.50 11.25 3.82 0.15 0.00 0.00 - 3.97
2.6 66,012 35.60 11.57 4.05 0.15 0.00 0.00 - 4.21
2.7 68,960 35.70 11.88 4.23 0.16 0.00 0.00 - 4.38
2.8 71,909 35.80 12.18 4.39 0.16 0.00 0.00 - 4.55
2.9 74,857 35.90 12.47 4.55 0.16 0.00 0.00 - 4.71
3.0 77,805 36.00 12.76 4.71 0.16 0.00 0.00 - 4.87
3.1 81,112 36.10 13.04 4.86 0.16 0.00 0.00 - 5.02
3.2 84,419 36.20 13.32 5.00 0.16 0.00 0.00 - 5.16
3.3 87,726 36.30 13.59 5.14 0.16 0.46 0.00 - 5.77
3.4 91,033 36.40 13.85 5.28 0.16 2.41 0.00 - 7.65
3.5 94,340 36.50 14.11 5.41 0.17 5.18 0.00 - 10.76
3.6 97,647 36.60 14.36 5.54 0.17 8.59 0.00 - 14.30
3.7 100,954 36.70 14.61 5.67 0.17 12.52 0.00 - 18.36
3.8 104,261 36.80 14.86 5.80 0.17 16.92 0.00 - 22.89
3.9 107,568 36.90 15.10 5.92 0.18 21.74 0.00 - 27.83
4.0 110,875 37.00 15.34 6.04 0.18 26.94 0.00 - 33.16
4.1 114,551 37.10 15.57 6.16 0.18 32.51 0.00 - 38.84
4.2 118,227 37.20 15.80 6.27 0.18 38.41 0.00 - 44.86
4.3 121,902 37.30 16.03 6.38 0.19 44.63 0.00 - 51.20
4.4 125,578 37.40 16.25 6.49 0.19 51.16 0.00 - 57.84
4.5 129,254 37.50 16.48 6.60 0.19 57.97 0.00 - 64.76
4.6 132,930 37.60 16.69 6.71 0.19 65.06 1.90 - 73.86
4.7 136,606 37.70 16.91 6.82 0.19 72.43 5.37 - 84.80
4.8 140,281 37.80 17.12 6.92 0.19 80.05 9.86 - 97.02
4.9 143,957 37.90 17.33 7.02 0.20 87.92 15.18 - 110.31
5.0 147,633 38.00 17.54 7.12 0.20 96.03 21.21 - 124.57