SW8960605_HISTORICAL FILE_19960829

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 C lUoLo05
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
L$7 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Ictc1\.o 08 2-9
YYYYMMDD

.. • i
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B::Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A Preston Howard, Jr., P.E., Director
Mr. Michael G. Nadeau, Secretary
Lakeside Estates, LLC
Post Office Box 1213
Wilmington, North Carolina 28402
Dear Mr. Nadeau:
ID FEf--INR
August.29, 1996
Subject: Permit No. SW8 960605
Lakeside Park
High Density Commercial Subdivision Stormwater Project
New Hanover County
The Wilmington Regional Office received the Stormwater Management Permit Application for Lakeside Park on June
5, 1996, with final information on August 6; 1996. Staff review of the plans and specifications has determined that the
project, as proposed, will comply with the StormwaterRegulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 960605,, dated August 29, 1996, for the construction of Lakeside Park.
This permit shall be effective from the date of issuance until August 29, 2006, 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.. I .
a
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
ajudicatory 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 Nortli Carolina General Statutes, and filed with the
Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding. .
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or me at
[phone].
Sincerely,
�n
im Bushazdt, P.E.
Acting Regional Water Quality Supervisor
JBB/arl: S:\WQS\STORMWAT\PERMIT\960605.AUG
cc: David Hollis, P.E.
Tony Roberts, New Hanover County Inspections
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

m
State Stormwater Management Systems
Permit No. SW8 960605
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Lakeside Estates, LLC
Lakeside Park
New Hanover County
construction, operation and inaintenance of two Detention Ponds 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 29, 2006 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 30 lots, each allowed
a maximum of 85 % of the available 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

Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Lakeside Park
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
Pond Depth:
Permanent Pool Elevation: "
Total Impervious Surfaces Allowed:
30 lots @85 %
Offsite Area entering Pond:
Green Area entering Pond:
Required Surface Area:
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
State Stormwater Management Systems
Permit No. SW8 960605
960605
New Hanover County
Mr. Michael G. Nadeau, Secretary
Lakeside Estates, LLC
Post Office Box 1213
Wilmington, North Carolina 28402
June 5, 1996
Greenfield Lake
Y[WTM
POND 1
POND 2
7.5 feet
7.5 feet
10 MSL
865,238 square feet
N/A
132,286 square feet
31,292 square feet
35,950 square feet
69,049 cubic feet
72,000 cubic feet
11.5 MSL
4" pipe
10 MSL
915,174 square feet
35,175 square feet
138,978 square feet
33,109 square feet
40,515 square feet
73,030 cubic feet
82,774 cubic feet
11.5 MSL
4" pipe
3

State Stormwater Management Systems
Permit No. SW8 960605
4. No 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.
5. The permittee is responsible for verifying that the proposed built -upon area does not exceed the
allowable built -upon area. Once the lot transfer is complete, the built -upon area may not be revised
without approval from the permittee, 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
The permittee 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.
4

State Stormwater Management Systems
Permit No. SW8 960605
3. 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 it's 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.
4. 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.
5. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon area per lot
to the amount as shown on the Project Data Sheet, per Part I #2. The recorded statements must follow
the form:
a. "The maximum built -upon area per lot is 85 % of the available lot area. The built -upon area will
include 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 will not including open wood
decking. "
b. "The covenant"s 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. "Lots within CAMA's Area of Environmental Concern may be subject to a reduction in their
allowable built -upon area due to CAMA regulations."
e. "All built -upon area from each of the lots must be directed into one of the ponds."
f. "All connections into the pond must be made such that short-circuiting does not occur."
6. 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.
5

State Stormwater Management Systems
Permit No. SW8 960605
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.
A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date
of the recording. The recorded copy must be signed by the permittee, dated, stamped with the deed
book number and page, and bear the stamp of the Register of Deeds.
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.
M. 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 formal permit request form must be submitted to the Division
of Water Quality accompanied by an application fee, documentation from the parties involved, and other
supporting materials as may be appropriate. 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
143-215.6(a) to 143-215.6(c).
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes,
rules, regulations, or 6rdinances 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.
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.
Permit issued this the 29th day of August, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
all
reston Howard, Jr., P.E., Director
ivision of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 960605
0

State Stormwater Management Systems
Permit No. SW8 960605
Lakeside Park
Stormwater Permit No. SW8 960605
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,
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 specification:
Signature
Registration Number
Date
7

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION
1. Project Name _L ( 5�,tcL2 Pra ✓-- '' pp r' -
2. Location, directions to project (include County, Address, State Road) Attach map.
-� Pe0 � IRt�-—� v
Mactt'�l--i ��M �T C�4t l R4J��lk4 1 p
3. Owner's Name Lekq-, Ldq � "L. C Phone (d -392 — (z Z J
4. Owner's Mailing Address PO ?QC 1 2- 3
City (k), [!ILIA�+a- State K.Ye zip 2©j�2
5. Application date V •�• Fee enclosed$ ��g51�sa
6. Nearest Receiving Stream—k, )u+c<aAe5-6 Gymic�acL Lkaass n�&-)
ta- �•,cuQc�-crud-
II. PERMIT INFORMATION
1. Permit No.((obefilledinbyl)EM) 5(/y(J It1/0&Q5
2. Permit Type ✓ New Renewal_
3. Project Type: _Low Density ✓ Detention
Modification (existing Permit No.)
Infiltration Other:_ Redevelop _General Dir Cert
4. Other State/Federal Permits/Approvals Required (meek appropriate blanks)
CAMA Major Sedimentation/Erosion Control ✓ 404 Permit t�
III. BUILT UPON AREA (Please see NGC 211.1005 rhru .1007 for applicable density limits)
`Povtd{ IJ? ( Part�Q92 C�vev cf 4 7, l urines
Drainage Drainage Breakdown of Impervious Area
Basin Basin (Please indicate below the design impervious area)
Classification
ZW
C SW
Allowable Impervious Area
/L�
t!J•CJg2G
%15 &Cl
Total Project Area
202, •QJ ac�
24"2 C-C
Proposed Impervious Area
i9• JLC
% Impervious Area
o
07 ! o
e7 07o
IV. STORMWATER TREATMENT (Describe how die
runoff will be treated)
Buildings dry. 4 QL.y25
Streets 5:60
Parking/SW
Other
Totals < 4L • O ac,

V.
VI
VII.
cc:
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.
OWNER'S CERTIFICATION
I MlGv-aeJ. (57. UU10�_, certify that the information included on this permit
(Please print or rype name clearly)
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 bel w named persol r firm to submit stormwater plans on my behalf.
wner/Authorized Agent Signature and T' e to
AGENT AUTHORIZATION (MusTae COMPLETED)
Person or firm name
tAl
Mailing Address 5 ( 5 ICSCi.kyutet �9+
City (. tf vvttvw G- State►3C- Zip Phoneme-3 C0
Please submit application, fee, plans and calculations to the appropriate Regional Office.
Applicant/WiRO//Central Files
STMUM, Uu
IjECEIVEO
U JUN 0.7y11996
W 8 �C? PROJ 8 SOWS

HAW AIO,
LyY.�

ATTACIIMENT A
LOW DENSITY AND SUBDIVISION PROJECTS
GENERAL SUBMITTAL REQUIREMENTS
A completed stormwater permit application.
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas,
and road cross -sections.
3. Calculations of the built -upon area, Forsubdivisions, please show the methodology for arriving at the
per lot built -upon area. For non -subdivision projects, please break down the calculation into buildings,
roads, parking, and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and Swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5 %.
e. The type of vegetated cover specified on the plans.
DEED RESTRICTION REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 85 /C' square_feat of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot -line swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no on may pipe, fill in, or alter any lot line swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.

HANOVER DESIGN SERVICES, P.A. MEMO LEppER----
I [phone]
319 WALNUT ST.���i
WILMINGTON, NC 28401 ti�II�I11111J%Illlll !
AUG 0 G 1996
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Please reply 7 No reply necessary
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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
July 29, 1996
Mr.David Hollis, P.E.
Hanover Design Services
319 Walnut Street
Wilmington, North Carolina 28401
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960605
Lakeside Park
New Hanover County
Dear Mr. Hollis:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Lakeside Park on July 3, 1996. A preliminary review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. The forebay area should be shallower than the main body of the pond. The contours you have
labelled indicate that the forebay depth is also 7.5'. Please shallow up the forebay to about
2' to 3' deep.
2. I have blacked out the words "where ever possible" in the note concerning the storm drainage
from Lots 12 and 13 into Pond 1. In order to permit the pond, that runoff will be required
to be'directed into the pond at that location, no exception.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

i
Mr. Hollis
July 29, 1996
Stormwater Project No. SW8 960605 _
---------------------------------------------- € .
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 29, 1996, or the application will
be returned as incomplete. The return of a project will necessitate resubnittal 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
DA/arl: S:\WQS\STORMWAT\ADDINFO\960605.JUL
cc: Linda Lewis
Central Files
2

JUL u 3 19% 0
Hanover Design Services, P.A. ---------------------------
Land Surveyors, Engineers, Land Planners
July 2, 1996
Ms. Linda Lewis, Environmental Engineer
Department of Environment, Health and Natural Resources
Division of Environmental Management, Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Lakeside Park, SW8 960605
New Hanover County
City of Wilmington
Dear Linda:
Please find attached two copies of the revised Plan, with the
additions and revisions as follow:
1. The outfall structure for Pond No. 1 cannot be moved because
of existing topographical features. After consulting with the
City, I have indicated that storm drainage from Lots 12 and 13
should be directed to the pond in the rear where possible,
eliminating the dead zone. I have relocated the outfall for Pond
No. 2, to eliminate the dead zone and improve maintenance access.
2. As we discussed on the phone, the oriface sizing is at the
structure, and flow rate is determined by head, not pipe
hydraulics. For a very short pipe, perforations are not
necessary, but for longer pipes, they serve to decrease
maintenance and increase reliability in case of blockage, so
there is at least some flow. We basically neglect the pipe
completely in this calculation, the flow would be the same as if
there was just a hole in the box.
3. I numbered the Lots as requested. My understanding is that
these lot sizes are somewhat flexible, but any configuration Lot
sold will be required to submit showing 85% to DEM and the City.
4. Street widths and cul-de-sac detail provided as requested.
5. Contours labelled as requested.
E C E I V E
JUL 0 31996 D
PROJ # W Eq OS
319 Walnut Street Wilmington, N.C. 28401 [phone]

6. I have refined my calculation of volume to include grassed
areas as directed. These were accounted for in SA determination.
7. SA at normal pool and State storage have been added.
8. The offsite 0.95 acre was included in all calculations at 85%.
This was basically just a safety measure based on existing
topography; these areas will probably be redirected when
developed, but it was accounted for at current zoning as draining
to Pond No. 2.
Please call me if there are any problems or if I can be of any
assistance whatever. Thanks for your attention to this matter.
Sincerely,
David S. Hollis, PE, RLS
Attachments

SrAiEo
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
June 24, 1996
Mr. David Hollis, P.E.
Hanover Design Services
319 Walnut Street
Wilmington, North Carolina 28401
Subject: ADDITIONAL INFORMATION
Stoimwater Project No. SW8 960605
Lakeside Park
New Hanover County
Dear Mr. Hollis:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Lakeside Park on June 5, 1996. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. The location of the inlet and outlet for each pond creates a dead zone, and the full pond will
not be utilized for solids settling. Please relocate outlets or inlets to use all available pond
area and eliminate dead zones.
2. Use of perforated pipe for the drawdown piping is OK as long as the total flowrate allowed
through the perforations does not exceed .41 cfs. You must close off the downturned portion
of the 4" pipe and allow the perforations to act as the orifice. You must also specify the
number of perforations and calculate the flowrate. The easiest thing to do is to delete the
perforated pipe and make it a solid 4" PVC pipe.
3. Number all the lots on Sheet 1 of 2, the Erosion Control and Water Quality Plan. Lots that
require individual SEC plans must submit to DEM as an Offsite system, and provide 2 sets
of plans, calculation of built -upon area to show compliance with the 85 % limitation,
$225.00 application fee, and a completed application for their site.
4. Please provide the widths of Streets A, B and C, and add a cul-de-sac detail to the plans.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Hollis
June 24, 1996
Stonuwater Project No. SW8 960605
5. Label the contour elevations in the forebay area; label and delineate the design pool contour
for both ponds.
6. The calculation of percent built -upon, required surface area, and volume must all be based
on the same number, the drainage area to the pond. Unless you can route the grassed areas
around the pond, they must be included in the volume.
7. Please report the surface areas provided at the 11.5 design pool contour for both ponds.
8. What is the percentage of impervious area present in the off -site area draining to Pond 2?
Base this on either the current zoning, or an actual survey. Since it is labelled as an off -site
area, it is assumed that runoff enters Pond 2; please include it in the % built -upon, SA/DA,
and volume calculations.
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 July 24, 1996, 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
DA/arl: S:\WQS\STORMWAT\ADDINFO\960605.JUN
cc: Linda Lewis
Central Files
2

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HANOVER DESIGN SERVICES. P.A.
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319 WALNUTLNUT ST. �:r 1J
WILMINGTON, NC 28401 JUN 10f1C
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STORMWATER MANAGEMENT & RETENTION POND CALCULATIONS
for
LAKESIDE PARK
prepared for
Lakeside L.L.C.
A'Odi - a 2, i0-7
RECEIVED
MAR 2 1 2003
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Hanover Design Services, P.A.
319 Walnut Street
Wilmington, NC 28401
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E::�7Z= % 3 . ?Jp. 03
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u

------__--
,
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22,30 (.V\- (04-,
�d k `Po K3D PQd-fnL-
Pok-�'rD �b f
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-POOTD t'v-o r-t- _
i 119 it
®----------�
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-0 1 1,35®
® 6
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C
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p�4
,
/ rO

"LAKESIDE PARK"
1. DRAINAGE AREAS TO POND NO.1:
Onsite - 22.9 acres
Offsite - 0 acres
TOTAL - 22.9 ACRES DRAINING TO POND NO.1
DRAINAGE AREAS TO POND NO.2:
Onsite - 23.25
Offsite - 0.95 ac
TOTAL - 24.2 ACRES DRAINING TO POND NO.2
2. RUNOFF FACTORS: Baymeade and Kenansville Series
POND NO.1 Hydrologic Soil Group "A"
Pre -developed - 20.65 acres CN = 50
Post -developed - 20.65 acres @ 85% imp. CN = 89
POND NO.2
Pre -developed - 24.2 acres CN = 50
Post -developed - 24.2 acres @ 85% imp. CN = 89
3. Sedimentation Phase Considerations:
POND NO.1
Volume required = 11.7 acres X 1800 cf = 21060 cf
Volume provided below normal WSEL = 135000+ cf
Volume provided above normal WSEL = 1.69 acre-ft
= 73850 cf to weir
POND NO.2
Volume required = 12.3 acres X 1800 cf = 22140 cf
Volume provided below normal WSEL = 150000+ cf
Volume provided above normal WSEL = 1.95 acre-ft
= 85100 cf to weir
4. For stormwater management ( SWM ) -
POND NO.1
DA = 20.65 acres = 0.032 sq.mi.
Tc (post) = 0.25 hr.
RCN post -developed = 89
POND NO.2
DA = 24.2 acres = 0.037 sq.mi.
To (post) = 0.25 hr.
RCN post -developed = 89

NOTE: Use Rational Method to determine peak discharges for
inlets, ditches, pipes and roadways. Use TR-20 for SWM and
Basin routing.
Use 24-hr. Type II distribution.
For New Hanover County, use:
7 inches for 10-year event
9 inches for 50-year event
10 inches for 100-year event
6. PEAK DISCHARGE SUMMARY -
POND NO.1
Q(10)
pre -developed =
37
cfs
Q(10)
post -developed =
37
cfs @ WSEL = 13.6
Q(50)
post -developed =
77
cfs
Q(100)
post -developed =
105
cfs @ WSEL = 14.4
POND NO.2
Q(10)
pre -developed
= 43
cfs
Q(10)
post -developed
= 38
cfs @ WSEL = 13.6
Q(50)
post -developed
= 84
cfs
Q(100)
post -developed
= 114
cfs @ WSEL = 14.5
See TR-20 Output.
See attached sheets for Basin details.
SWM SUMMARY -
BASIN Q(10)IN Q(10)OUT Q(100)IN Q(100)OUT WSEL(10) WSEL(100)
1 128.1 37.2 189.5 104.6 13.6 14.4
2 148.1 38.0 219.1 113,7 13.6 14.5

ADDITIONAL COMPUTATIONS FOR STATE D.E.M. -
Impervious calculations:
POND NO.1 -
A. Streets ( 37' BTB + 10' SW )
1. Medical Center Drive 1550 LF 1.67 ac.
2. Street "A" 910 LF 0.98 ac.
B. 22.9 ac. total - 2.65 ac. = 20.25 ac. @ 85% 2.65 ac.
( to be deed restricted to 85% max. impervious ) 17.21 ac.
r C. 19.9 / 22.9 = 0.869, use 87% 19.86 ac.
D. At 7.5' depth, 90% TSS removal, from chart:
22.9 X 0.1 X 3.15 = 0.72 ac. SA required
E. SA provided ( see Stage -Storage ) = 0.83 ac. SA provided
F. Volume required - 19.9 X 1/12 = 72,237 cf Z2c )(
Volume provided - = 11.5 = 73,850 cf
G. Drawdown time -
Use 4"PVC
Q = CA(2gh)^1/2
A = 0. 873 sf
C = 0.6
Q = 0.297 cfs
T = 248,550 sec.
= 2.9 days

ADDITIONAL COMPUTATIONS FOR STATE D.E.M. -
Impervious calculations:
POND NO.2 -
A. Streets ( 37' BTB + 10' SW )
1. Medical Center Drive 1760 LF
2. Street "B" and cul-de-sac 380 LF
3. Street "C" 400 LF
B. 24.2 ac. total - 2.93 ac. = 21.27 ac. @ 85%
( to be deed restricted to 85% max. impervious )
1.90 ac.
0.60 ac.
0.43 ac.
2.93 ac.
18.08 ac.
21.01 ac.
C. 21.01 / 24.2 = 0.868, use 87%
D. At 7.5' depth, 90% TSS removal, from chart:
24.2 X 0.1 X 3.15 = 0.76 ac. SA required
E. SA provided ( see Stage -Storage ) = 0.93 ac. SA provided
F. Volume required - 21.0 X 1/12 = 76,270 cf
Volume provided - @ EL= 11.5 = 85,100 cf
G. Drawdown time -
Use 4"PVC
Q = CA(2gh)^1/2
A = 0. 873 sf
C = 0.6
Q = 0.297 cfs
T = 286,300 sec.
= 3.3 days

Qc)
a
-Pcryt,� I
es%
f K r2 - 7� 12�-7 r- -�

R-10
3
2
834843'SF 2018234 SF
19.165 Ac i1 46.286 Ac
CB Y
952345 SF
21.883 Ac
MF-M
1267997 SF
DRAINAGE AREA TO
29.109 Ac
NORTH CROSSING
8
321478 SF
7.380 Ac
16548008 Sr
9 0&—I
37a.ea A<
1
7802898 SF
R-10
174.539 Ac
.RIOT
A
R5
0 &- I
0
1524786 SF
7 35.004 Ac
J�
5
M F- M
244175 SF
5.605 Ac
0&-I
YRD
1694223 SF
8180 SF
38.894 Ac
Yro 0.188 Ac
11
CEM
R7 13988 SF
YF-Y
RB
R7 10
0..321 Ac
C6
c6
"
MF—M
RR-15
\
W ,.,.
16-Y
'
R8
.r.
R-15
r
R-5 CS R9
R-15
cs
R-5 •�
DRAINAGE AREA TO
ON
"Y
SOUTH CROSSING
17313665 SF
397.467 Ac

85% TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
DBPITi
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP 9b
10 %
.9
.8
.7
.6
.5
0
0
0
0
0
20 %
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30 %
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40 %
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50 %
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
t 4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70 %
6.0
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90 %
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100%
8.2
7.4
6.8 T
6.2
5.6
5.0
4.4
3.8
3.2
2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
DSP1'H
3'
3.5
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP %
1"
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
207
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30 %
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40 %
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50 %
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2-31.9
1.5
60 %
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70 %
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80 %
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90 %
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100 %
12.0
10.0
8.3
8.1
7.3
6.6
5.8
5.1
4.3
I3.6
Note: The required lurfaoe area calculated from the tables is to be provided at the permanent pool elevation.
TOTAL P.02

Y
ZONE C
LAKE
SHORE
DR
ZONE C
LAKESIDE
BOULEVARD
ZONE)
(EL 10)
11
GLEN MEADE
ZONE C

EWE
_ ��C5CY,52nr1r,-

-SV-p I
ISO
-- Z�---- ---- --
��-
o
Yb �.
I , I e -9
I

~l
1
tt111tttllttttit3I80-9O LIST OF INPUT DATA FOR TR-20 HYOROLOGYtlt11t11tltttttllt
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 LAKESIDE 10-YR, 50-YR AND !00-YR BASIN Nc.l ROUTING
TITLE 001 PRE -DEVELOPED, FILENAME 2260PRE1.T20
6 RUNOFF 1 01 1 .032 50. .25 1 0 0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 01 0. 7.0 1.0 2 2 01 01
ENDCMP 1
7 COMPUT 7,j 01 01 0. 9.0 1.0 2 2 01 02
ENDCMP 1
7 COMPUT 7 01 01 0. 10.0 1.0 2 1 01 03
ENDCMP 1
ENDJOB 1
Oltlittf111tJtt1tIt3I11ft21f2311END OF 80-80 LISTttJllltiftitlttllttJJttttillltlt
1
TR20 XEO 05-28-96 10:03 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN Nc.1 ROUTINE
REV PC 091871.2) PRE -DEVELOPED, FILENAME 2260PPRE1.T20
EXECUTIVE CONTROL OPERATION INCREM
MAIN TIME INCREMENT = .05 HOURS
EXECUTIVE CONTROL OPERATION COMFUT
FROM STRUCTURE i
TO STRUCTURE 1
STARTIN6 TIME = .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2
ALTERNATE NO.= t STORM NO.= 1 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT '."YOROGRAPH= 1
AREA= .03 SO Mi INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROERAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.08 36.96 (RUNOFF)
JOB 1 PASS 1
PASE !
RECORD !D
RECORD !D
ANT. MOIST. COND= 2
RUNOFF VOLUME ABOVE BASEFLOW = 1.11 WATERSHED INCHES, 23.01 CFS-HRS, 1.90 ACRE-FEET; BASEFLOW = 00 CFS
--- HYDR06RAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1, ADDED TO OUTPUT HYDR06RAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMPLETED FOR PASS 1
O

TR20 KEG 05-26-96 10:03
REV PC 09/83(.2)
LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.l ROUTING
PRE -DEVELOPED, FILENAME 2260PREI.T20
JOB I PASS ^{2
PAGE 2
EXECUTIVE CONTROL OPERATION COMPUT
+ FROM STRUCTURE 1
+ TO STRUCTURE I
RAIN DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2
STORM NO.= 2 MAIN TIME INCREMENT = .05 HOURS
STARTING TIME = .00
ALTERNATE NO.= 1
OPERATION RUNOFF STRUCTURE
OUTPUT HYDROGRAPH= 1
AREA= .03 SO MI INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROSRAPH TIME INCREMENT= .0333 HOURS
P, AK TIME(HRS) PEAK ➢ISCHAR6E(CFS) PEAK ELEVATION(FEET)
12.07 67.27 (RUNOFF)
RECORD TD
ANT. MOIST. COND= 2
RUNOFF VOLUME ABOVE BASEFLOW = 2.03 WATERSHED INCHES, 41.96 CFS-HRS, 3.47 ACRE-FEET; BASEFLOW = .00 CPS
--- HYDROSRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDR06RAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCNP
+ COMPUTATIONS COMPLETED FOR PASS 2
TR20 XEO 05-28-96 10:03 Lk --SIDE 10-YR',=.•0-YR AND 100-YR BASIN No.1 RDUTi46
REV PC 09/63t.2) PRE -DEVELOPED, FILENAME 2260P'REI.T20
EXECUTIVE CONTROL OPERATION COMPUT
+ FROM STRUCTURE 1
+ TO STRUCTURE 1
STARTING TIME = .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2
ALTERNATE MO.= 1 STORM NO.= 3 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE i
OUTPUT HYDROGRAPH= 1
AREA= .03 SO MI INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDR06RAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK. ELEVATIONiFEET)
12.07 63.97 (RUNOFF)
RECORD ID
JOG . PASS
PAGE 3
RECORD 10
ANT. MOIST. CON;:= 2
RUNOFF VOLUME ABOVE BASEFLOW = 2.55 WATERSHED '-INCHES, 52.71 CFS-HRS, 4.36 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDR06RAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDR06RAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCNP RECORD ID
COMPUTATIONS COMPLETED FOR PASS 7

EXECUTIVE CONTROL OPERATION ENDJOB
i
RECORD ID -
TR20 KEG 05-28-96 10:03 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN Na.1 ROUTING
REV PC 09/83(.2) PRE -DEVELOPED, FILENAME 2260PREI.T20
JDA 1 SUMMARY
PAGE 4
SUMMARY TABLE I - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(l) AFTER THE PEAK DISCHARGE TIME AND RATE ICFS) VALUES INDICATES A FLAT TOP HYDROSRAPH
A OUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF ----------------------------
iD OPERATION AREA S COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE
(99 MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS)
l
ALTERNATE 1 STORM 1
c
RATE
(CEM)
I Aut, I UNE 1 RUNOFF 03 2 2 .05 .0 7.00 24.00 1.11 --- 12.08 36.96 1154.9
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF .03 2 2 .05 .0 9.00 24.00 2.03 --- 12.07 67.27 2'102.1
ALTERNATE I STORM 3
_...oL-..� . aLt.Orr
.03 _ .t�,a .9
:a, AA 24.00 2.55 ---
'2.0' ..7 .. 2°24.0
ZO X052B-]:03
1AS1
LAKESIDE tR, 54-YR N0:i+
EAIN-1
Stie.! ROUTING
SJM:fRY
REV PC 09/83(.2)
PRE-DEVELOPE➢, FILENAME 2260PRE;.T20
WE
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSEO':IONS AND STRUCTURES FOR A:L STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
iD (SO MII I 2 3
0 ST+?)CTURE 1 .03
ALTERNATE 1 36.96 67.27 63.3,
:END OF 1 JOBS IN THIS RUN

tttttlttttttttittt00-80 LIST OF INPUT ➢ATA FOR TR-20 HYDROLOGYttttttttttttttttt
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.l ROUTING
TITLE 000 ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PNDI.T20
3 STRUCT 02
8 10.0 0.0 0.00
8 11.0 0.4 1.01
8 11.5 0.5 1.70
8 12.0 5.3 2.38
0 13.0 1319 4.01
8 13.5 36.1 4.69
8 l 13.75 40.0 5.33
8 14.0 47.9 5.76
8 14.5 115. b.69
8 15.0 196. 7.62
9 ENDTBL
6 RUNOFF 1 01 1 .032 99. .25 1 0 0 1 0
6 RESVOR 2 02 1 2 10.0 1 1 0 1 0
ENDATA
7 INCREM b 0.050
7 COMPUT 7 01 02 0. 7.0 1.0 2 2 01 01
ENDCMP 1
7 COMPUT 7 01 02 0. 9.0 1.0 2 2 01 02
ENDCMP 1
7 COMPUT 7 01 02 10.0 1.0 2 2 0! 03
END, CMP I
ENDJOB 2
OitTtiitttlfitftttitftttitifItifEND OF 80-80 LiSTJttlttlfttlllftY2tifttItfttitili
TR20 XEO 05-28-96 11:45 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.! ROUTING
REV PC 09183(.2) ULTIMATE ZONING, ULTIMATE BU!LDOUT, FILENAME 2260PNDI.T20
EXECUTIVE CONTROL OPERATION INCREM
+ MAIN TIME INCREMENT = .05 HOURS
EXECUTIVE CONTROL OPERATION COMPUT
+ FROM STRUCTURE I
+ TO STRUCTURE 2
STARTING TIME = .00 RAIN DEPTH = 7.00 RAIN DURATION= !.00 RAIN TABLE NO.= 2
ALTERNATE NO.= I STORM NO.= I MAIN TIME INCREMENT = .05 HOURS
JOB 1 'PASS
PAGE 1
RECORD !D
RECORD iD
ANT. MOIST. COND= 2

)..., OPERATION RUNOFF STRUCTURE'
. ,..,
STRIICTIIRE=1?,
OUTPUT H_YUR06BAPH=_1_:••:'
- AREA- .03 SO MI INPUT RUNOFF CURVE= 69. TIME OF CONCENTRATION= .25 HOURS,' .-
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DISCHAR6EICFS)
12.05 128.08
RUNOFF VOLUME ABOVE BASEFLOW = 4.68 WATERSHED INCHES,
PEAK ELEVATION(FEET)
(RUNOFF)
.00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1, ADDED TO OUTPUT HYDROGRRPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDR06RAPH= i
SURFACE ELEVATION=
TIMEIHkl
4.00
4.50
5.00
5.50
6.00
6.50
7.00
7.50
8.00
6.50
9.00
9.50
l0.00
10. SD
11. DO
I!.50
!2.00
12.5D
i3.00
13.50
1
PEAK TIME(HRS)
12.33
OUTPUT HYDR06RAPH= 2
10.00
96.58 CFS-HRS, 7.98 ACRE-FEET; BASEFLOW =
PEAK DISCHAR5E(CFS) PEAK ELEVATION(FEET)
37.22 13.57
FIRST HYDROBRAPH POINT =
DISCH6
.00
00
DISCH6
.01
.01
DISCH6
.02
.02
DISCHS
.02
.03
DISCH6
.04
.04
➢ISCH6
.05
.05
DISCH6
.07
.07
DISCH6
.09
.09
DISCHS
.11
.12
DISCH6
.14
.15
DISCHG
.15
.16
DISCHS
2
22
DISC•H..6
.27
.2B
DISCHS
.33
.34
DISCH6
.41
.41
DISCH6
.46
.47
DISCHS
10.64
13.11
DISCHS
35.69
34.24
DISCH6
21.45
20.37
DISCH6
13.75
13.61
.00 HOURS
TIME INCREMENT = .05 HOURS
.00
.00
.00
.00
.01
.01
.01
.01
.01
.01
.02
.02
.02
.02
.02
.03
.03
.03
.03
.03
.04
.04
.04
.04
.04
.06
.06
.06
.06
.06
.07
.03
OB
.06
.08
.10
.10
.10
.10
.10
.12
.12
.12
.!3
.13
15
15
i6
.16
.16
.19
.19
.!9
.20
.20
.23
.23
.24
.24
.25
28
Inj
.29
.30
3n
.35
.35
.36
.,,
.38
.42
.42
.43
.43
.44
.48
.49
.97
2.05
3.30
21.23
29,84
35.l.
36.19
77.18
32.58
30."r5
25.36
27.65
26.E2
19.37
16.42
l7.52
16.67
2.88
13.47
13.34
13.0
13.05
12.91
TR20 XED 05-26-96 11:45 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN N0.1 ROUTING
REV PC 09/63(.2) ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PND!.T20
14.00 DISCHS 12.33 12.19 12.04 11.90 11.76 11.62 11.48
i4.50 DISCH6 10.93 10.79 10.65 10.52 10.38 10.25 10.11
DRAINAGE AREA =
.01 .01
.01 .01
.02 .02
.03 .03
.05 .05
.06 .07
.09 .09
.11 .11
13 .14
I7 .17
.21 .21
.25 ._6
.39 .40
.44 .45
4.83 6.45
37.20 36.77
25.06 23.81
15.15 !4.46
12.76 12.62
03 SO.MI.
.01
.01
.02
.04
.05
.07
.09
.11
.14
.17
.22
.26
.32
40
.46
6.36
36.56
22 60
13.88
12.47
JOB 1 PASS I
PAGE
11.34 11.20 11.07
9.98 9.05 9.73
RUNOFF VOLUME ABOVE BASEFLOW = 2.79 NATERSHED INCHES, 57.61 CFS-HRS, 4.76 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 1, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 1

TR20 XEO 05-28-96 11:45
REY PC 09/83(.2)
LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.1 ROUTING
ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PND1.T20
30B I ` PASS 2
PAGE 3
EXECUTIVE CONTROL OPERATION COMPUT RECOR➢ ID
+ FROM STRUCTURE
* TO STRUCTURE 2
STARTING TINE _ .OG RA114 DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= I STORM NO.= 2 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= I
1, AREA= .03 SO MI INPUT RUNOFF CURVE= 89. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
PEAK TIMEIRRSI PEAK DISCHARGE(CFS) PEAK ELEVATION(fEET)
12.04 169.10 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 6.33 WATERSHED INCHES, 130.72 CFS-HRS, 10.80 ACRE-FEET; BASEFLON = 00 CFS
--- HYDR06RAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION RESVOR STRUCTURE 1
INPUT HYDROGRAPH= i OUTPUT HYDROGRAPH= 2
s_'RFAC: ;-EV::ION= 10.00
PEAK TIME(FIRS)
PEAK DISCHARGEfCFS)
PEAK ELEVATION
(FEET)
12.24
77.37
14.22
TIMEIHRS)
FliST
HYDROGRAPH POINT
= .00 HOURS
TIME INCREMENT = .05
HOURS
DRAINAGE
AREA =
03 SB.MI.
3.50
DISC
.CI
.01
.01
.01
.01
.01
.0i
.01
4.00
DISCHG
.01
.01
.01
.01
.02
.02
.02
.02
.01
.01
4.50
DISCHG
.02
.03
.03
.03
.03
.03
.03
.03
.02
.02
5.00
DISCHE
.04
.04
.04
.04
.05
.05
.05
.04
.04
5,50
DISCHE
06
.06
.06
.06
.06
.07
.07
.05
.05
G7
.05
O7
6.00
DISCHE
.08
.08
.08
.08
.09
.09
.09
.07
6.50
DISCH6
.10
.11
.11
.11
.11
.12
"
.09
1?
.10
.10
7.00
DISCH6
,i3
.14
.14
.14
.15
.15
.15
.13
.13
7.50
DISCHE
.17
.17
.17
.16
is
.18
.1?
.16
.19
.16
.16
0.00
DISCH6
.20
.20
.21
.71
.21
?2
.19
.20
6.50
DISCH6
.24
.25
.25
.2b
.16
.17
27
.23
.23
.24
9.00
DTSCHG
.19
.30
.31
.31
.32
.32
.33
.28
.28
.29
9.50
DISCH6
.36
.36
.37
,38
.38
.39
.40
.34
.34
.35
10.00
DISCH6
.41
.41
.42
.42
.42
.42
.43
.40
.4p
.41
10.50
➢ISCHfi
.44
.45
.45
.45
.46
.46
.47
.43
.43
.44
11.00
DISCH6
.49
.50
.65
.96
1.28
1.61
1.93
.47
2.26
.45
2.60
.48
2.95
11.50
DISCH6
3.31
3.71
4.22
4.97
5.95
6.64
8.01
9.49
11.43
13.98
12.00
DISCHE
27.56
37.96
45.01
62.90
75,39
77.29
73.47
67.25
60.25
53.26
12.50
DISCH6
47.60
45.95
44.27
42.57
40.88
39.62
36.83
38.04
37.24
36.45
13.00
➢ISCH6
34.87
32.78
30.85
29.06
27.39
15.83
24.40
23.07
21.84
20.70
13.50
DISCH6
19.64
18.66
17.75
16.90
16.10
15.34
14.65
14.00
13.79
13.66
14.00
DISCH6
13.53
13.40
13.2b
13.13
13.00
12.66
12.73
12.60
12.46
12.33
14.50
i
DISCH6
12.20
12.06
11.93
11.79
11.66
11.52
11.39
11.25
11.12
10.99

TR20 XEO 05-28-96 11:45 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.1 ROUTING JOB I PASS' 2
REV PC 09/63(.2) ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PND1.T20 PAGE 4
RUNOFF VOLUME ABOVE BASEFLON = 4.30 NATERSHED INCHES, E6.80 CFS-HRS, 7,35 ACRE-FEET, BASEFLON = .00 CFS
--- HYDR06RAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDR05RAPH FILE ---
EXECUTIVE CONTROL 3F•ERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
1
re
TR20 XED OS-28-96 11:45 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.l ROUTING
REV PC 09/83(:2) ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PNDI.T20
EXECUTIVE CONTROL OPERATION COMPUT
FROM STRUCTURE I
TO STRUCTURE 2
S?ARTIKG TIME = RAIN DEPTH = i0.00 RAIN DURATION= L.OP RAIN TABLE ND.= 2
ALTERNATE N.,.= 1 STORY NO.= 3 MAIN TIME iNCREMEMT = .F HOUR'
:1PERATiCrc RUBDFF =?2 icRE '.
Wirt, aVDi lli i•n'ir .
nnEA= OFF C E9, TIME OF EONC_NTRATToN= ..5 HO Y.
INTEF.kA 'r.YDF.D'uRA 'r, TIME iNCREMENT= .0333 HOURS
FEAK TI%E(HkSi FEAK DISCHAkSEl6.a1
12.04 189.48
RUNOFF VOLUME ABOVE BASEFLOW = 7.16 k'ATEREHED INCHES,
FEAK ELEVATIONIFEE i
IRUNOFFI
JOB I PASS 3
PAGE 5
RECORD ID
ANT. MCIST. CDND= 2
147.9i CFS-HRS. 12.22 ACRE-FEET; RASEFLON = O0 CFS
:.YDROSRAF'H FOR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE --- __

OPERATION RESVOR STRUCTURE 2
INPUT HYDR06RAPH= I OUTPUT HYDR06RAPH= 2
SURFACE ELEVATION= 10.00
PEAK TIME(HRS)
PEAK ➢ISCHARGE(CFS)
PEAK ELEVATION(FEET)
12.21
104.57
14.42
TIME(HRS)
3.00
FIRST HYDR06RAPH POINT
= .00 HOURS
TIME INCREMENT
= ,05
HOURS
DRAINAGE
AREA =
SD.MI,
DISCH6
.00
.00
.00
.00
.01
.01
.01
.03
3.50
DISCH6
.01
CI
.01
Oi
Oi
Oi
.01
.01
01
4.00
DISCH6
.02
.02
.02
.07
.02
.03
.01
.03
.02
.02
.01
4.JO
DISCHG
03
04
04
.04
.04
.04
.05
.03
.03
.03
J.00
D!SCH6
C5
C'6
.06
.06
.06
.06
.07
.05
.05
•05
J,50
DISCH6
.08
.08
.06
.08
.09
.09
.09
.0-
,07
07
6.00
DISCHG
.10
.10
.11
.11
.11
li
i2
.09
.10
.10
6,50
DISC•r'S
.13
.i4
.14
.14
.15
.15
.12
7.00
DISCH6
.17
.17
.18
.18
.18
.19
.15
.19
.!6
.19
.16
.16
7.50
8.00
DISCH6
DISCH6
.21
.21
.21
.22
.22
.23
n3
.23
.20
24
.20
.24
8.50
DftCH6
.25
.25
.26
.26
.26
.27
,27
.28
.26
.29
9.00
DISCH6
.30
.36
.30
.31
.31
.32
.33
.33
.34
•35
,35
9.50
DISCH6
.41
.36
.4!
.37
42
.38
.42
.38
,39
.40
.40
.41
.41
10.00
DISCH6
.44
.44
.45
.45
.42
.45
.43
.43
.43
.43
.44
10,50
DISCH6
.48
.46
.49
.49
.50
.46
.46
.47
1.17
.47
.47
11.00
DISCH6
2.03
2.32
2.62
2.92
3.23
.63
3.55
.90
3.87
4.20
1.45
4.2
1.74
4.89
11.50
12.00
DISCH6
DISCH6
5.26
5.57
5.90
6,59
7.47
8.58
9.89
11.53
13.69
25.68
12.50
DISCH6
37.49
45.73
75.75
97.42
104.38
101.31
93,IS
83.36
73.40
64.02
13.00
DISCHo
5J.65
49.49
46.39
44.71
43.03
41.38
39,90
35.14
38.37
37.60
13.JG
DISCH6
36.82
"1
3J.97
33.87
31.93
30.11
26,42
26.86
25.42
24,08
22.83
i4.00
DISCH6
67
13.84
2^ ".60
±9.c1
^,
!8,68
17.60
i6.98
16.2.
15,50
14.S4
14,22
13.72
6'
1' 4
13.36
13.23
13, 11
iZ 9i
sc
TR20 XED 05-28-96 11:45
REV PC 09JG3L2)
14.50 LISCHG
LAKESIDE
l ULiI TE tUO-YR 2ASI6'R8L"?ib'G
ZON!RG, UL?IMATE BUILDOUT. FILENAME 226CPN➢1.?2C
12.6C 12.47 1_, j3 12.22
n q¢,
V; BASE LOW =
P S.Co WAiEB HED :NCHct.
12.02
104.97E.67 ACRE-FEET
JOB 1 PASS
PAGE t
11.44
- HYDkOERAP9 POR STRUC'UP.E 2, ALTERNATE 11 STORM 3, ADDED TO OUTPUT HYDR"u6n''AF'S FILE -
--
EXECUTIVE CONTROL OPERA':ON ENDCMP
COMPCTuT!ONS COMPLETED PDR PASS 3 RECORD ID
t EXECUTIVE CONTROL OPERATION ENDJOE'
RECORD ID

'TR20 XEO 05-28-96 11:45 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.1 ROUTING
REV PC 09/83(.2) ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PNDL.T20
JOB I SUMMARY
PAGE 7
SUMMARY TABLE I - SELECTED RESULTS OF
STANDARD
AND EXECUTIVE CONTROL
INSTRUCTIONS Ili THE
ORDER PERFORMED
(A STAR(I) AFTER
THE
PEAK. DISCHARGE
TIME AND RATE (CFS) VALUES
INDICATES A FLAT TOP
HYDS46RAPH
A QUESTION MARK('!
INDICATES A HYDRDERAPH
WITH PEAK,
AS LAST POINT.)
SECTION/ STANDARD
RAIN
ANTEC
NAIN
PkECIPIiATION
PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE
TABLE
MOIST
TIME
-------------------------
RUNOFF
--------------------------------------
iD OrFERATION AREA
E
COND
INCkEM
BEGIN AMOUNT
DURATION
AMOUNT
ELEVAIICN'
TIME
RATE
RATE
(ED MI)
(RR)
(HR) (IN)
(HR)
(iN)
(FT)
(HR)
(CFS)
(CEM)
ALTERNATE 1 STORM 1
STRUCTURE 1 RUNOFF .03
2
05
.0 . 7.00
24.00
4.60
---
12.05
128.06
STRUCTURE 2 RE5VOR 03
2
2
.05
.0 7.00
24.00
2.79
13.`.7
12.33
37.22
4002.7
1163.3
`r
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF .03
2
2
.05
.0 9.00
24.00
6.33
---
12.04
169.10
5264.4
STRUCTURE 2 RESVOR 03
2
.05
.0 9.00
24.00
4.30
14.22
12.24
77.37
2417.8
ALTERNATE I STORM 3
STRUCTURE 1 RUNOFF .03
2
01
0 10.00
24.00
7.16
---
12.04
189.48
5921.3
STRUCTURE 2 RESVOR '03
2
.05
C.10.00
24.00
5.08
:•4.42
12.21
104.57
3267.7
?R2v' 0 t 6 ii:S
nKEE1OE 4'=.
�.
0 ..:
P 100-YR Gn-�
AN. ,i .. ,:N
„ n
,o.] R UTING
of i
S'iMMARY
REV PC 09783.21
ULiIMA:E I0:'iL".'u,
i;L-;!SATE
BGILD3UT; FILENAME
2260PNDi,T'A
•
NEE 6
SUMMARY TABLE 3 DISCHARGE frFc, AT 15-1-THE!S A -ND STR'JCT"RES =0R ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SO Mi) 1 2
0 STRUCTURE .03
ALTERNATE '.
0 STRUCTURE 03
ALTERNATE 1
1END OF I JOBS IN THIS RUN
37,�. T1.7.7 104.5'
u"8.00 t6+.1: i64.48

• (•� J ►_ ,-. cam, q-.- = `%`� .�
----' `t--1-�----
IN
=hxu
l0.00 zt(
Sec
rk Pr,-�-

FIGURE 38
I
FIGURES
235
HEAD FOR CIRCULAR CONCRETE PIPE
CULVERTS FLOWING FULL
n = 0.012
0
z
144
132 F
120
300
�
66
�
200
60
U
z_
w
54
�
=
U
48
100
Z
w
CD
80
?
42
=
60
0
36
U)
M
50 n
33
0
0
w
w
_
//
�
2
20
18
10 15
8
6 12
H
w HW h
z b .4
S/o�pe So
SUBMERGED OUTLET CULVERT FLOWING FULL .5
HW=H+ho-SoL .6
For outlet crown not submerged, compute HW by
methods described in the design procedure •$
1.0
�F w
co 2
3
�° FF Q 4
5
000 5°° 6
7°O ry P
0 10
o 'a
s
�20
f 3" 2-cP '0� �v t �
-�5 2 c
5
4 2 `" (2r-P cp 5` �
LRows 40 c�t
BUREAU OF PUBLIC ROADS JAN. 1963
2_

D tom__ 2
O,�),) 3
q-)S. 100
I . S

R-10
3
2 834843 SF 2016234 SF
19.165 At �1 46.286 A6
952348 SF CB Y
21.863 At
MF-M
DRAINAGE AREA T1
NORTH CROSSING
8 321476 3At 3 176 i� sr
7.80 Ad
9 08'-1 7602898 SF
174.539 At
R-10
RIO
R5 r 0&-1
11
p 7 135.004 SF
35.004 At
MF-M 2sa15 A�
a 03 pg�_ 6 0&-1
YIIO 1694223 SF
w 8180 38.894 At
w10` 1 1 0.188 At .._. CEM
ft7 13988 SF YF-Y RB
R7 1 0 0.321 At
rr p
cs
a
°i� Yrr MF-M R-15
W Mr YF-Y
� err
ft-13
Ry � ._.
R-5 r a R9 R-15 _DrZA I fJbG� A fl �
09
UHO r ur_Y
_ a 23 25 pcj��s� �e
R-5
DRAINAGE AREA TO
SOUTH Sr CROSSING 2il zo
J °" 3.467 Ae "t

= ss t co

�
i 2
(,I-.o C),(,-;)
-+
4-7
nj 1
1 0
- U.Urc, �3"z 0—
A-5-,3S- --- ;E3 1 '35,2. --C)- 0 404
4- 6 re-A-iF,;
-.� 1 5.
COV
12A-0
Qom-- U,C)

lilSitiXXitlittl1t60-80 LIST OF INPUT DATA FOR TR-20 HYDROLO5Yltitllltltllltlltt
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
TITLE 000 PRE -DEVELOPED, FILENAME 2260PRE2.T20
6 RUNOFF 1 01 1 .037 50. .25 1 0 0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 01 0. 7.0 1.0 2 2 01 Of
ENDCMP 1
7 COMPUT 7 01 01 0. 9.0 1.0 2 2 01 02
ENDCMP I
t
7 COMPUT 7 l01 01 0. 10.0 1.0 2 2 01 03
EN➢CMP 1
ENDJOB 2
OlttttltttttlittitttttttttttttttEND OF 80-BO LISTttlittttltittttttttttttttttttttt
I
TR20 XEO 05-31-96 02:54 LAKESIDE IO-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
REV PC 09/83(.2) PRE -DEVELOPED, FILENAME 2260PRE2.T20
EXECUTIVE CONTROL OPPEPATIDN INCREM
MAIN TIME INCREMENT = .05 HOURS
EXECUTIVE CONTROL OPERATION COMPUT
FROM STRUCTURE
TO STRUCTURE I
STARTING TIME _ .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2
ALTERNATE NO.= 1 STORM NO.= I MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDR06RAPH= )
AREA= .04 SO MI INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DISCHAR6E(CFS)
12.05 42.73
RUNOFF VOLUME ABOVE BASEFLOW = 1.11 WATERSHED INCHES,
PEAK ELEVATION(FEET)
(RUNOFF)
JOB 1 PASS 1
PAGE 1
RECORD ID
RECORD ID
ANT. MOIST. COND= 2
26.61 CFS-HRS, 2.20 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDRDERAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1, ADDED TO OUTPUT HYDR06RAPH FILE ---
EXECUTIVE CONTROL OPERATION EN➢CMP RECORD ID'
+ COMPUTATIONS COMPLETED FOR PASS I

T:: �2 .-.r.•.;..o-.'-,n:,.;; ga. .;. .. _ .,--.. .�.. ,i_+�r-.,�,�-..._;._:.,_...,...,�.yr+7+t!..,�::.�«.r+.:x
TR2d XED;OS-31L96 `02 54 < LAKESIDE f0 YR,_�0-YR AND 100-YR'BASIN No:2 ROUTING','
.,;}.�,
JDB-,-•.
REV. PC.09/B3(.21 PRE -DEVELOPED, FILEkaME 2260PRE2.T20
, ASS
EXECUTIVE CONTROL OPERATION COMPUT
REC08➢ ID'%;--=.,.' x• ,.r
- FROM STRUCTURE i
=
+ TO STRUCTURE 1
STARTING TIME = .00 RAIN DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2
ANT. MOIST. COED= 2 .,
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .OS HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .04 SO MI INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.07 77.70 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 2.03 WATERSHED INCHES, 49.54 CFS-HRS, 4.01 ACRE-FEET;
BASEFLUN = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED 70 OUTPUT HYDROGRAPH FILE --
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
TR20 XED 05-31-96 02:54 LAKESIDE SO-YR, 50-YR AND 100-YR SASIN No.2 ROUTINE
REV PC 09lE3i.2) PRE-DEVELOFED, FILENAME 2260PRE2.T20
EXECUTIVE C01:TROL OPERATION COMP'UT
+ FROM STRUCTURE 1
TO STRUCTURE I
STARTIN5 TIME = .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00 PAIN TABLE NO.= 2
ALTERNATE NO.= I STORM NO.= 3 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
CUTFUT HYDROGRAPH= i
AREA= .04 SO MI INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DIECHARGE(CFS) PEAK ELEVATION(FEET)
12.07 97.07 (RUNOFF)
JOB 1 PASS 3
PA5E 3
RECORD ID
ANT. MOIST. COND= 2
RUNOFF VOLUME ABOVE BASEFLOW = 2.55 WATERSHED INCHES, 60.94 CFS-HRS, 5.04 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FUR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROSRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 3

EXECUTIVE CONTROL OPERATION .EN➢JOB �:'�:';' '. - � ` "i;': �°fc? •`` ' ' a•. fr:
TR20 SEA 05-31-96 02:54 LAKESI➢E 10-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
REV PC 09/63(.2) PRE-DEVELOPPE➢, FILENAME 2260PRE2.T20
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
IA STAR(t) AFTER THE PEAK DISCHARGE TIME AND RATE (CPS) VALUES INDICATES A FLAT TOP HYDROSRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF ------------------------------------
ID OPERATION AREA Y CORD INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SO MI) (HR) (HR) (IN) (HR) (IN) (FT) IHRI (CPS), - (CSML.
ALTERNATE t I STORM 1
+
STRUCTURE I RUNOFF .04
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF ,04
ALTERNATE 1 STORM 3
STRUCTURE I RUNOFF ,04
TR20 XED 05 31-96 02:54
REV PC 09/63(.2)
2 2 .05 .0 7.00 24.00 1.11
2 2 .05 .0 9.00 24.00 2.03
2 2 .05 .0 10.00 24.00 2.55
LAKESIDE 10-Y�, 50-YR AND 100-YR BASIN N,.2 ROUTING
PRE -DEVELOPED, FILENAME 2260PRE2.T20
SUMMARY TABLE 3 DISCHARGE iCFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SD MIi 1 2
STRUCTURE 1 .04
ALTERNATE 1 42.73 77.76 97,09
LEND OF 1 JOBS IN THIS RUN
--- 12.07 77.78 21OL-f
--- 12.07 97.09 2624.0
JOB I SUMMARY
PAGE 5

I
Iliitltltlttttttli80-6O LIST OF INPUT DATA FOR TR-20 HY➢ROL06Yttttttitttlttlttlt
JOE TR-20 FULLPRINT SUMMARY
TITLE 001 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
TITLE 000 ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PHD2.T20
3 STRUCT 02
8 10.0 0.0 0.00
E 11.0 0.4 1.15
8 11.5 0.5 1.96
8 12.0 5.3 2.76
8 13.0 13.9 4.66
8 13.5 36.1 5.69
8 [ 13.75 40.0 6.20
8 14.0 47.9 6.71
8 14.5 115. 131
8 15.0 198. 8.90
9 EN➢TBL
6 RUNOFF 1 01 1 .037 89. .25 1 0 0 1 0
6 RESVOR 2 02 1 2 10.0 1 1 0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 02 0. 7.0 110 2 2 01 01
ENDCMP 1
7 COMPUT 7 01 02 0. 910 1.0 2 2 01 02
ENDCMP 1
7 COMFUT 7 01 02 0. 10.0 1.0 2 2 011 03
ENDCKID
ENDJOB 2
OtU gtttlYtliiltilitilit►tltlUEP.O OF 80-80 LIST ililitli►ttttlltliIllllllllUttt
1
TR20 XED 05-31-96 02:52 LAKESI➢E 10-YR, 50-YR AND 100-YR BASIN No.' ROUTING
REV PC 09783(.2) ULTIMATE ZONING, ULTIMATE BUILDOUT, -FILENAME 2260PND2.T20
EXECUTIVE CONTROL OPERATION INCREM
+ MAIN TIME INCREMENT = .05 HOURS
EXECUTIVE CONTROL OPERATION COMPUT
+ FROM STRUCTURE I
+ TO STRUCTURE 2
STARTING TIME = .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2
ALTERNATE NO.= 1 STORM NO.= 1 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE I
OUTPUT HYDROGRAPH= 1
AREA= .04 SO MI INPUT RUNOFF CURVE= 09. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
JOB 1 PASS i
PAGE I
RECORD ID
RECORD ID
ANT. MOIST. COND= 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)

jOLUKE ABOVE BASEFLON = -4:68 WATERSHED INCHES, 111.66 CFS-HRS,
- - HYDR06RAPH FOR STRUCTURE 1, ALTERNATE 1, STORM
iION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1
SURFACE ELEVATION=
PEAK TIME(h'RS)
12.36
OUTPUT HYDROGRAPH= 2
10.00
9.23 ACRE-FEET;:`1ASEFLONI. CFS , s=.
iq
1, ADDED TO OUTPUT WDR06RAPH FILE'.-r,?
PEAK DISCHARSE(CFS) PEAK ELEVATION(FEET)
38.03 13.62
TINE(HRS)
FIRST
HYDROGRAFH
POINT =
4.00
DISCHG
.00
•00
4,50
DISCH6
.01
.01
5.00
DISCH6
.02
.02
5.50
DISCHG
.03
.03
6.00
DI,SCH5
.04
.04
6.50
DISCH6
.05
.05
7.00
DISCH6
.07
.07
7.50
AISCHG
.09
.10
8.00
DISCHG
.12
.12
6.50
DISCH6
.14
.15
9.00
DISCHG
.18
.19
9.50
DISCHG
.23
.23
10.00
DISCH6
.28
.20
10.50
DISCHG
.34
.35
I1.O0
DISCHG
.41
•42
11.50
DISCH6
.47
.47
12 00
DISCH6
10.70
i2.50
DISCHG
37.29
i3.vU
DISCH6
25.b4
24.50
.3.50
DISCHG
16.46
15.82
00 HOURS
TINE
INCR.ECFNT
= .05
HOURSOt
DRAINAGE
AREA =
OS SD. MI.
.00
.00
.00
01
.01
.01
.00
.01
.01
.01
.01
.01
.0:
.01
.02
.01
.02
.02
.02
.02
.02
.02
.02
.03
.01
.04
03
.03
03
.03
.03
.04
.04
.04
.04
.06
06
.07
.07
07
.06
•0E
.08
.06
.09
.08
.06
.09
.09
.09
.08
.10
.10
.10
.10
.11
.11
.11
.11
.12
.12
.13
.13
.13
.14
.15
.16
.16
.16
.17
.17
.22
.22
.19
.19
.20
.20
.21
.21
.26
.27
.27
.23
.24
.24
.25
.25
.31
.32
.32
.33
.29
.29
.30
.31
.78
.19
.40
.40
.41
.35
.36
.37
.43
.44
.44
.45
.45
.46
.42
4B
.43
1.08
?.14
3.36
4.90
6.50
8.42
21.70
.49
S!
30..,J
ib.15
37.29
37.84
38.02
31.95
37.bB
26.
36.31
S.i7
i3,64
'2.15
30.7'.
?9.39
18.74
28.09
17.95
7. .1c
23.41
22.:,5
21.SP
.0.46
19.57
13.44
13.32
15.19
i4.59
!4.0!
a,
•-• 0
13.56
i3.56
TR20 SEG 05-3i 46 02:52 LAKESIDE 1(i YR, 50-YR AND 100 YS BkSiN Ho.2 RGO?iN6
3
REV PC 09181.21
L'Li. . :THINS, ULTIMATE GUIL' Ui, FILENAME 2260PND2•I11
-
JO 1 PASS
PASE -
14.00 DiSCHS ,3.20 13.06 12.95 12.93 12.7: 17.58 12.46 12.34 12. 22 12.09
14.50 DISCHG il.97 11.84 !1.72 11.60 11.47 !1.35 11.22 11.10 10.98 10.86
RUNOFF VOLUME ABOVE BASEFLOW = 2.65 WATERSHED INc`ES, 63,3E GS H+S, 5.24 ACRE-FEET; 6A cFLON = 00 CFS
-- HYOR05RA"rH FpR STRUCIURE 2, ALTERNATE 1, STORM !, ADDED TO OUTPUT RYDR.OGRAPH FILE ---
EIc UiiVE CONTROL OPERATION ENDCMP
COMPUTATIONS COMPLETED FOR =ASS 1
TR20 XEO OS-3116 02:52 LAKESI➢E 10-YR, 50-YR AND 100-YR BASIN Nc.2 ROUTING
REV PC 09/83(.21 ULTIMATE 7➢NIN6, ULTIMATE BUILBOUT, FILENAME 2260FND2.T20
RECORD IC•
J08 1 PASS 2
PAGE 3

STARTING TIME = .00 RAIN DEPTH = 9.00 RAIN'DURATION= 1.00 ' RAIN TABLE.NO.= 2^"ANT: MOIST': COND '2;'r' ';,_•,;r,
ALTERNATE NO.= I STORM NO.= 2 MAIN TIME'INCREMENT = .OS HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HY➢R06RAPH= f
AREA= .04 SO MI INPUT RUNOFF CURVE= 89. TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDR05RAPH TIME INCREMENT= .0333 HOURS
PEAK TIME(HRS) PEAK DISCHARSE(CFS) PEAK ELEVATION(FEET)
12.04 195.52 (RUNOFF)
RUNOFF :'OLUPE ABOVE BASEFLOW = 6.33 RATERSHED INCHES, 151.14 Cf5-HkS, I'2.49 ACRE-FEET; fiASEFLOd = 00 CPS
--- HYDROBRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1
OUTPUT
HY➢8OGRAPH=
2
SURFACE ELEVATION=
10.00
1j
PEAK TIME(HRS)
PEAK DISCHARGE(CFSI
PEAK
ELEVATION(FEET)
12.25
84.47
14.27
TIME(HRS)
FIRST
HYDROGRAPH POINT =
.00 HOURS
TIME INCREMENT = .05
HOURS
DRAINAGE
AREA =
.04 SD,MI.
3.50
DISCHG
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
4.00
DISCH6
.01
.01
.01
.02
.02
.02
.02
.02
.02
.02
4.50
DISCH6
.02
.03
.03
.03
.03
.03
.03
.03
.04
.04
5.00
DISCH6
.04
.04
.04
.04
.05
.05
.05
.05
.05
.06
5.50
DISCH6
.06
Ob
.06
.06
.07
.07
.07
.07
.07
.08
6.00
DISCHG
.08
.08
.06
,DS
.09
.09
.09
!0
.10
.10
6.50
2ISCH6
.10
,il
11
.11
.12
.12'
12
.13
i3
.13
7.00
DISCHG
.14
.14
.14
.15
.15
15
.16
,i6
.1E
.17
1,50
DISCHG
.17
.17
.16
.18
.18
i9
i9
.19
2D
.20
8.00
DISCHG
.20
.21
.21
.22
.22
.22
.23
.23
.24
.24
E.50
DISCH6
.25
.25
.26
.25
.21
.27
.28
.2E
29
.30
9.00
D"CH6
.30
.31
.3!
.32
:_
_.
34
.-4
.35
.36
9.50
➢ISCH6
.36
.37
.38
.39
90
.40
41
41
.41
10.00
OiSC G
.41
.42
.42
.42
.41
.4-1
.43
.43
.44
10.5C
DISC 6
45
.45
..5
.46
46
.4
.47
fiE
46
.99
11.00
DI6CHG
49
.50
1.09
:.4A
2.05
2.37
2.71
3.07
Ii.50
D?SCHG
3.43
3.63
4.35
5.10
J.95
6.96
8.15
9.61
11.5e
14.11
12.00
DISCHG
25.35
39.34
46.02
67.65
8L.25
B4.47
81.76
76.27
69.61
62,66
12,50
DISCH6
55.99
49.96
47.01
45.61
44.16
42.75
41.36
40.00
39.33
38.65
13.00
➢ESC 6
31
37.28
36.60
35.60
33.77
32.04
30.43
26.92
27.51
26.18
i3.50
DiSCHG
24.93
23.76
22.67
2i.64
20.67
15.74
16.80
18.07
17.31
16.59
14.00
DISCHG
15.92
15.29
14.71
14.16
13.84
13.73
13.62
13.51
13.40
13.29
14.50
DISC
13.17
13.05
12.93
12.81
!2.70
:2.57
12.45
12.33
12.22
12.10
1
TR20 XEO 05-31-96 02:52 LAKESIDE 10-YR, 50-YR AND 100-YR BASIN N0.2 ROUTING JOB I PASS 2
REV PC 09/83(.2) ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PND2.T20 PAGE 4
RUNOFF VOLUME ABOVE BASEFLOW = 4.17 WATERSHED INCHES, 99.59 CFS-HRS, B.23 ACRE-FEET; BASEFLOW = .00 CPS
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMPLETED FOR PASS 2

TR20 KEG 05-31-96 02:52
REV PC 091B3(.2)
LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
ULTIMATE IONIN6, ULTIMATE BUILDOUT, FILENAME 2260FKD2.T20
EXECUTIVE CONTROL OPERATION COMPUT
+ FROM STRUCTURE 1
+ TO STRUCTURE 2
STARTING TIME = .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00 RAIN TABLE ND.= 2
ALTERNATE NO.= 1 STORM ND.= 3 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .04 50 MI INPUT RUNOFF CURVE= 89, TIME OF CONCENTRATION= .25 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0333 HOURS
JOB" I
RECORD ID
ANT. MOIST. CDND= 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.04 219.09 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 7.16 WATERSHED INCHES, 171.02 CFS-HRS, 14.13 ACRE-FEET, BASEFLOM = .00 CFS
-- HYDR06RAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDR06RAPH FILE ---
OPERATION
RESVOR
STRUCTURE 2
INPUT HYDROGRAPH=
i
OUTPUT
HYDROSRAPH=
2
SURFACE
ELEEVATION=
10.00
PEAK TIMEtHRS)
PEAK DISCHARGE(CFS)
PEAK
ELEVATION(FEET)
12.22
113.72
14.49
TINE (HRS)
FIRST
HYDRUGRAPH POINT
= .00 HOURS
TIME INCREMENT
= .05
HOURS
DRAINAGE
AREA =
.04 50.MI.
3.00
DISCH6
.00
.00
.00
.00
.0i
.0i
.01
.01
.01
.01
3.50
DISCH6
.01
.01
.01
.01
.01
.0I
,O1
.02
.02
.02
4.00
DISCH6
.02
.02
.02
.02
.03
.03
.03
.03
.03
.03
4.50
DISCH6
.04
.04
.04
.04
.04
.04
.05
.05
.05
.05
5.00
DISCH6
.05
.06
.06
D6
.06
07
.01
.07
.07
.07
5.50
DISCH6
G8
.08
.09
.08
.09
O9
.09
.09
.10
.10
6.00
DISCH6
.10
.11
.11
.11
.11
.12
.12
.12
13
.13
6.50
DISCH6
.13
.14
.14
.15
.15
.15
.16
.16
.16
.11
7.00
DISCHG
.17
.18
IB
.18
.19
.19
.20
.20
.20
.21
7.50
DISCH6
.21
.22
.22
.22
.23
.23
.24
.24
.24
.25
6.00
DISCH6
.25
.26
.26
.27
.27
.28
.28
.29
.29
.30
8.50
DISCH6
.30
.31
.32
.32
.33
.33
.34
.35
.35
.36
9.00
DISCH6
.37
.37
.38
.39
.39
.40
.40
.41
.41
.41
9.50
DISCH6
.41
.42
.42
.42
.43
.43
.43
.43
.44
.44
10.00
DISCH6
.44
.45
.45
.45
.46
.46
.47
.47
.47
.48
10.50
DISCH6
.48
.49
.49
.49
.51
.77
1.03
1.30
1.57
1.86
11.00
DISCH6
2.15
2.44
2.74
3.05
3.36
3.68
4.01
4.34
4.69
5.05
11.50
DISCH6
5.40
5.71
6.13
6.75
7.64
8.76
10.06
11.74
13.97
76.91
12.00
DISCH6
37.98
46.91
81.14
104.20
113.03
111.68
104.79
95.65
85.89
76.30
12.50
DISCH6
67.44
59.61
52.98
47.68
46.29
44.68
43.50
42.15
40.82
39.75
13.00
DISCH6
39.09
38.42
37.76
37.10
36.44
35.20
33.45
31.B1
30.27
28.82
13.50
DISCH6
27.46
26.19
25.00
23.68
22.81
21.80
20.85
19.97
19.13
18.35
14.00
DISCHE
17.62
16.93
16.29
15.68
15.11
14.57
14.06
13.83
13.73
13.62

. PxEU PC 09/83(.2) �'ULTIMATE'ZONIN6;'ULTIMATE BUILDDUT, FILENAME'2260PND2.T20'•4'°.;;:;:
14.50 .OISCHG 13.52 13.41 13.30 13.19 13.08 12.96 12.65 12.73 12't62• 12,51 `✓'ti " 7-�
RUNOFF VOLUME ABOVE BASEFLOW = 4.95 WATERSHED INCHES, 119.26 CFS-HRS, ' 9.77 ACRE-FEET; BASEFLOW = . .00 CFS
--- HYDROEP.APH FOR STRUCTURE 2, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROSRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
+
EXECUTIVE CONTROL OPERATION ENDJOB
I
rf
TR20 XED 05-31-96 02:52
REV PC 09/83(.2)
COMPUTATIONS COMPLETED FOR PASS 3
LAKESIDE 10-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
ULTIMATE ZONING, ULTIMATE BUIL➢OUT, FILENAME 2260PND2.T20
RECORD ID
RECORD ID
JOB I SUMMARY
PAGE 7
SUMMARY TABLE
i - SELECTED RESULTS OF
STANDARD
AND EXECUTIVE
CONTROL INSTRUCTIONS
IN THE ORDER PERFORMED
(A STAR(J) AFTER THE
PEAK DISCHARGE
TIME AND RATE (CFS) VALUES
INDICATES
A FLAT TOP
HYDR05RAPH
A QUESTION MARKi?)
INDICATES A HYDROGRAPH
WITH PEAK
AS LAST POINT.)
-
SECTION/ STANDARD
RAIN
ANTEC
MAIN
PRECIPITATION
PEAK
DISCHARGE
STRUCTURE
CONTROL DRAINAGE TABLE
MOIST
TIME
-------------------------
RUNOFF
--------------------------------------
I6 OPERATTI AREA
CONG
INCREM
EE6IN
AMOUNT
DURATION
AMOUNT
ELEVATION
TIME
RATE
RATE
(SQ MI)
(HR)
(HR)
(IN)
(HR)
(IN)
(FT)
(HR)
(CFS)
ICSM)
ALTERNATE
1 STORM 1
STRUCTURE 1
RUNOFF 04 2
2
.05
.0
7.00
24.00
4.6E
---
12.05
:48.10
4002.7
STRUCTURE 2
RESVOR 04
2
OS
0
7.00
24.Of
2.65
13.62
12.36
3E.03
1027.E
ALTERRATE
i STORM 2
+
STRUCTURE 1
RUNOFF .04 2
2
.05
.0
9.00
24.00
6.33
---
12.04
195.52
5284,4
STRUCTURE 2
kESVGR 04 2
2
.05
.0
9.00
24.00
4.17
14.2/
12.25
84.47
2283,i
ALTERNATE
i STORM
STRUCTURE I
SUNOfF 04
2
.OS
.0
10.00
24.00
7.16
---
12.04
219.07
5921.3
STRUCTURE 2
1
kESVOR 04 2
2
p5
.0
10.00
24.00
4.95
14.49
12.22
113,72
3073.4
TR20 XEO 05-31-96 02:52 LAKESIDE IQ-YR, 50-YR AND 100-YR BASIN No.2 ROUTING
REV PC 09/B3(.2) ULTIMATE ZONING, ULTIMATE BUILDOUT, FILENAME 2260PND2.T20
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS........,.
iD (90 Mil 1 7 1
ki
JOB 1 SUMMARY
PAGE 8

ALTERNATE I
0 STRUCTURE 1 .04
ALTERNATE I
!END OF I jOBS IN THIS RUN
1l
38.03 84.47 113.72
148.10 195.52 219.09

41(p
. C),

13
f�-
.. - - �• � n ' i� IAIn
Itlm fll • Atlllll� � III �� I�� �I AI� � .� .��II,� IH111�71111IIAllI
Oliln 111� 1 III P. � / I! P�!�alltl'A!
' G!�{��Ilu�llslls�LlEi{{{I{II!�i��4®F.�I�%I��IiA111{�I{���{����► � �'j�®�� : fi� •
r. , n.. I, ea tr • a i
I nnm liliiii III IIes l�os�fi y�r p 1 I• 'II
' i1i{"un{�iP��'r�1npYtii{iii�{!IAn!I�Il'nIlp�mn, iiii�iP�11�h�ii8 • .• �® d �' , I'r �'�s';(✓Iiv'I
1 jl�,{'I��{�InINII1L ryyA��gg,,IIIIIII'p�p11''IIII'I'Ip@�@�I�� �r ��� • �� � 11 •
fIN1YW 1111�1111111111� �, , y •
�I nin
Li�flgli 1 P:I®I�. %►'� � � r ����:iIIIOGiI!� •
I 1 11 II 11 I,1
8.06.4 Rm 12,93

LA
J 30�1
3 5 10 20 11 50 100 zUu ovu ••
Discharge (O/sec)
P1--) J 5p��
("eel
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum lailwater condition (T„ 2 0.5 diameter).
VVIVI 7-��
8.06.4
R,, 12,93

300 T
I
Outlet u ' Dot 0.4La
pipe 4 1
diameter (OD)� La—�
.�2 T�ai lwa tCr� O.SDo
-�re➢ufel
oc -
QQ� 70
0
�r I
ec� 60
60. . ,f
DischarV a (ft3/sec) V
(,QO�
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full. maximum tailwater condilion( „2 0 5 diameter).
ct
8.06.4 Rcv. 12,93