SW8971226_Historical File_19980430

~ Mate of North Carolina
Department of Environment
A4
and Natural Resources
4
Wilmington Regional Office
James B. Hunt, Jr., Governor
NCDENR
Wayne McDevitt, Secretary
NORTH CAROLINA DEPARTMENT OF
Division of Water Quality
ENVIRONMENT AND NATURAL RESOl1Rf`Fg
April 30, 1998
Mr. David Edwards, Vice President
bluegreen Corporation^
1899 Zion Hill Road. SE
Bolivia, NC 28422
M �r
Subject: Pe 't No. SW8 971226
The Land'LandiqZ @Southport
High Density ' ion Stormwater Project
Dear Mr. Edwards:
The Wilmington Regional Office received the Stormwater Management Permit Application for The Landing @Southport on
December 29, 1997, with final information on March 13, 1998. Staff review of the plans and specifications has determined
that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 971226, dated April 30, 1998, for the construction of the project, The Landing @Southport.
This permit shall be effective from the date of issuance until April 30, 2008, 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 attadequate 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\STORMWAT\PERMIT\971226.APR
cc: Jay Houston, P.E.
Delaney Aycock, Brunswick County Inspections
Linda Lewis
Wiunington Regional Office
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

State Stormwater Management Systems
Permit No. SW8 971226
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended, and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
bluegreen Corporation
The Landing @Southport
Brunswick County
FOR THE
construction, operation and maintenance of 2 detention ponds and a curb outlet system 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 April 30, 2008 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. This low density subdivision is permitted for 127 lots, each
allowed 5,650 square feet of built -upon area. The detention ponds provide treatment for that portion of
the road runoff that is collected and not treated by a curb outlet swale.

State Stormwater Management Systems
Permit No. SW8 971226
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Water Body Receiving Stormwater Runoff. -
Classification of Water Body:
Pond Depth, feet:..
Permanent Pool Elevation, FMSL:
Total Impervious Surfaces, ft2:
Lots at 5,650 ft2
Roads/Parkigg, ft2
Offsite Area entering Pond, ft2:
Required Surface Area, ft2:
Provided Surface Area, ft-:
Required Storage Volume, ft3:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
The Landing @Southport
971226
Brunswick County
Mr. David Edwards, Vice President
bluegreen Corporation
1899 Zion Hill Road. SE
Bolivia, NC 28422
December 29, 1997
Southport Restricted Area
"SC"
POND 1 POND 2
6 5
7.5 12
157,650 76,000
104,850 52,000
52,800 24,000
none, per Engineer
8,350
5,341
14,700
5,500
13,771
6,513
13,905
6,710
8.4
13.1
13A "$ pipe
11/e4 pipe
3

State Stormwater Management Systems
Permit No. SW8 971226
4. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature (such as the curb
outlet 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
bunt -upon area. Once the lot transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon area limit is transferred
to the individual property owner.
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 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 its intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shah be kept to a minimum and any eroded areas of the system will
be repaired immediately.
2. The permittee grants permission to DENR 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 type of
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 971226
4. Decorative spray fountains will not be allowed in the pond.
5. 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 in the ponds, swales, and collection system.
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. Ponds (23:1
above the permanent pool, and swales @5:1 for the flow depth.
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.
6. 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.
7. 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 Section I, Part 2. The recorded statements must
follow the form:
a. "The maximum built -upon area per lot is 5,650 square feet, 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. "Lots within CAMA's Area of Environmental Conccrn may be subject to a reduction in their
allowable built -upon area due to CAMA regulations."
8. 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.
9. 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.
10. 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.
5

State Stormwater Management Systems
Permit Ng. SW8 271226
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 30th day of April, 1998.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
' 7-z�,j A. Preston Howard, Jr., P.E., Director
Division of Water Quality
Ey Authority of the Environmental Management Commission
Permit Number SW8 971226
G

State Stormwater Management Systems
Permit No. SW8 971226
The Landing @Southport
Stormwater Permit No. SW8 971226
Brunswick County
Engineer's Certiflication
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:
Signature
Registration Number
Date
VA
SEAL

. V.
DniSi('),N OF WATER Q(:.A-L.;T­
NORTH CAROLINA STOR.NnVATER 'vLANA(;E%.EEtiT PER.IIIT .APPLICATION
I. GEtiFER-U INTOR-iv1ATION
Pease pant :irarw or ype)
1. Project Name The Landing
'. Location, directions to project (include County, .address, State Road) .attach map. Brunswick County,
Southport. From Howe Street (NC 211) in Southport, take Stuart St. to River Road. The
S/W corner of project is at the intersection of Stuart'St & River Road.
3. Owner's Name bluegreen Corporation Phone [phone]
4. Owner's Mailing Address 1899 Zion Hill Rd., SE
City Bolivia State NC
�u e51".G Zip 28422
5. Nearest Receiving Stream CaPe Fear River Class Sc
6.Projectdescription Residential Development
II. PERINUT LNFORN ATION
1. Permit NO-(robefilledinbyDWO) ��f)� 1
2. Application Date_ IjeC. 2q Feeenc:osedS 385.00
3. Permit Type: X N� Renewal Modification (existing Permit No.)
?. Project Type: X Low De.^si X Detentio _Infiltration Redevelop General Alter Ofisite
5. Other State/Federal Permits/Approvals Required !Cieck aaproariare bfanicsl
CANIA Major Sedimentation/Erosion Control X 404 Permit
III. BUILT UPON AREA (Please sea NC4 C :H.1003 thru .1007 for applicable density limits)
Drainaze Drainaze Breakdown of Impervious area
Basin Basin (Please indicate below the design impervious area)
Classification Sc Ft. Lots =
*livadifgs- 16.47 Ac.
Existing Built -upon Area
Proposed Built -upon Area 22.05 Ac
Total Project Area 74.44 Ac.
% Built -upon Area 29.6
IV' .STOR,YYWATER ' chin, ,ENT (Describe how rice runoff will he treated)
Streets 4.78 Ac.
Parkin,/SW
Boat Launch Tract:
0.80 An.
Totals 22.05
Two Stormwater detention ponds, sheet flow over yegetat;va surfa es and flow throne vegetative stormwater swales.

V
_M
DEED RESTRICTIONS A:YD PROTECTn-E COVE. A,ti'TS
Deed restrictions and protective covenants are required to be recorded for all low densiry orolects 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, David Edwards
certiff-j that the information included on this permit
(Please print clearly or type)
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
submit stormwater plans on my behalf.
/Authorized Agent Signature and Title
Date
VIL AGENT AUTHORIZATION (Please,lu in the name of the engineer/survrjor authorized to submit plans on :he owner's behalf.)
Person or firm name Houston and Associates, P.A.
Mailing Address Post Office Box 2927
City Shallotte
State NC Zip 28459
Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
ST

ATTACIUvEN" I' A
LOW DENSITY AND ALL SUBDIVISION PROJECTS
GENERAL SUB vflTTAL REQuIREImENTS
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.
Calculations of the built -upon area, For subdivisions, 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 outlet systems 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 0.
e. The type of vegetated cover specified on the plans.
f. A flow spreader mechanism located at the swale entrance.
A signed Operation and Maintenance Plan.
DEED RESTRICTION REQLMU.NENI TS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 5,650 square feet 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 b ) the Sta.*e
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, e-rcept as necessary to provide a minimum driveway
crossing.
For curb outlet system projects, no one 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.

DETENnON POND ATTACHMENT
I. BLILTLTON AREA CALCULATION{See NCAC :H.1008 (c) and (e) for applicable design criteria. In
cases where more than one pond is proposed, please lisr each pond's information in separate columns.)
Pond # 1 2
Classification SC SC
Existing Built -Upon Area -u — — 0 —
Proposed Built -Upon Area 1.53 Ac . 1 .74 AC.
Total Project Area 10.73 Ac . 4.48 Ac .
Total Drainage Area 10.73 Ac . 4.48 Ac .
Percent Built -Upon 32.9 38.9
11. BREAKDOWN OF PROPOSED BUILT -UPON AREA
Buildings -- --
lots Sfllot * 2 .3 2 Ac . * * 1.19 AC.
Streets/Parldng 1.21 Ac . 0.55 AC.
Sidewalks
Future Development
Other
III. POND DESIGN
Pond Depth 6 F t 5 F t.
TSS Chart (85% or 90%) 90% 90%
SA/DA ratio 0.0175 0.0273
Required Surface Area QPP 8,179 SF 5,328 S F
Provided Surface Area CIPP14 , 700 SF 5, 500 SF
Required Volume 13,486 C F 6,513 C F
Provided Volume 13,905 C F 6,710 C F
Permanent Pool Elevation 7.5 1 MSL 1 9 _ n ! MSL
Storage Pool Elevation 8 .4 ' MSL 13.1 ' MS 1
Storage Pool Surface Area 16, 2 0 0 S F 6,700 SF
Forebay Depth 6Ft _ 3Ft .
See Attachment A for specific language that must be used for projects that propose the subdivision and selling of lots or outparcels,
or have future development areas..
* This represents all of the BUA(5,650SF. each) for 16 lots and a portion
of the BUA for 20 lots. ** This represents all of the BUA ( 5,650Sf.each)
for 7 lots and a portion of the BUA for 12 lots.

SUPPLEMENT TO "DETENTION POND ATTACHMENT"
NC SMRMWATEP MANAGEMENT PERIMIrr APPLICATlM
The Landing
SW Pond
#
Lots Number
Total Allowable
BUA per Lot sf
Total BUA per
Lot Draining to
SW Pond s
1
8 thru 26 I 5650
550
59 5650
5430
60 thru 74 5650
5650
75 5650
3000
119 5650
1220
2
82 thru 92 5650
615
93 thru 100 5650
5650
STORMWATER
nE C E I y ED
I„f
uu DEC 2 91991
� E M
PROJ #

F 1-1
STORMWATER `oEi 9
91
POND MAINTENANCE REQUIREMENTS ® E M
PAOJ #
Project Name: The Landing Project No.
Permittee: bluegreen Corporation Phone No. [phone]
Address: 3973-A Market Street Wilmington North Carolina 28403
L STORMWATER DETENTION PONDS, CATCH BASINS, AND STORM DRAINS
A. Monthly, or after every runoff producing rainfall event, whichever comes first:
1. Inspect trash rack; remove accumulated debris, repair/replace if not functioning
properly.
2. Inspect and clear orifice of any obstructions.
3. Inspect the pond side slopes; remove trash, and repair eroded areas before the next
rainfall event.
B. Quarterly:
1. Inspect catch basins, piping, grassed swales, and ditches for proper functioning.
Accumulated debris shall be cleared from basin grates, basin bottoms, and piping shall
be checked for obstructions and cleared as required.
2. Pond inlet pipes shall be checked for undercutting. Rip rap or other energy dissipation
structures shall be replaced, and broken pipes shall be repaired.
C. Semi-annually:
I. Accumulated sediment from the bottom of the outlet structure shall be removed.
2. Grassed swales shall be reseeded twice a year as necessary.
D. Annually:
Stormwater detention pond depth shall be checked at various points. Should the depth of
the pond be less than 5 feet for Pond # 1, sediment shall be removed to a depth of 6 feet
below normal pool (orifice elevation). Should the depth of the pond be less than 4 feet for
Pond # 2, sediment shall be removed to a depth of 5 feet below normal pool (orifice
elevation) .
E. General:
1. Mowing of the side slopes shall be accomplished according to the season. Maximum
grass height shall be 6".
2. Cattails are encouraged along the pond perimeter, however, they shall be removed when
they cover more than 1/2 the surface area of the pond. The best time to cut them is at
the end of the growing season, in November. Environmentally sensitive chemicals for
use in killing cattails can also be used. Contact the Agricultural Extension Service.
3. The orifice is designed to draw down the pond in 2 to 5 days. If draw -down is not
accomplished in that time, the orifice shall be replaced with a larger or smaller orifice, as
required. Slow draw down may be attributed to a clogged system. The source of the
clogging shall be found and eliminated.

Pond Maintenance Requirements
Page 2
4. All components of the detention pond system shall be kept in good working order.
Repair or replacement components shall meet the original design specifications as per
the approved stormwater plan, if previously approved components are determined to be
ineffective, the component shall be redesigned and/or replaced.
H. STiORMWATER SWALES
Note: The following maintenance recommendations were taken primarily from Stormwater
Best Management Practices. NCDEHNR Water Quality Section, November 1995.
General: Stormwater swale maintenance involves normal grass management growing
activities such as mowing and resodding when necessary, and periodic sediment removal. A
large majority of the stormwater swales on this project are on easements within single-family
lots. Therefore, private property owners will likely maintain the swales with a vigorous grass
surface. Notwithstanding the actions of the private property owners, it shall be the
responsibility of the above named "Permittee" to make sure that the following minimum
maintenance operations are adequately performed:
At least once annually, remove excess sediment, especially from the upstream edge of
the swale, to maintain original contours and grading.
II. At least once annually, repair any erosion and regrade the swale to ensure that the
runoff flows evenly in a thin sheet through the swale.
III. At least once annually, inspect vegetation and revegetate the Swale to maintain a
dense growth of vegetation.
IV. At least twice annually, mow the grass to a minimum height of six inches.
V. At least once annually, inspect stone check dams. Replace stone and filter fabric as
necessary to provide for a stable structure capable of dissipating the energy of runoff
with potentially erosive velocities.
I, J UAAeAn 0.101vd Cv',� hereby acknowledge that I am the
financially responsible party for maintenance of the detention ponds and
stormwater swales at The Landing. I will be responsible for the
performance of the maintenance as outlined above, as part of the
Stormwater Managem t Permit received for
Oe
Signature:
David Edwards
this project.
Date: /Z - 2 z - .9?

DETENTION POND ANALYSIS
PROJECT #: SW8 971226-2
PROJECT NAME: The Landing @Southport
Drainage Basin: Southport Restricted Area
FILE NAME: S:1WQSIPOND1971226-2.WK1
REVIEWER: arl
DATE:
Class: SC
Site Area 3242606.4 square feet
Drainage Area 195148.8 square feet needs to be verified
Area in Acres 4.48 acres
IMPERVIOUS AREA
Lots @5650 52000 square feet
Roads 24000 square feet
square feet
square feet
square feet
TOTAL €'`' square feet
% IMPERVIOUS 38.94%
SURFACE AREA CALCULATION
30-Apr-98
Chlorides: n/a
Pond Depth: 5 TSS:
SA/DA 2.737%
Req. SA ''4 square feet
Prov. SA square feet [From plan Contours]
VOLUME CALCULATION
IK
Bottom 7 MSL
Perm. Pool MSL
Design Pool 131 MSL
Design SA 6700 square feet
[From plan Contours]
Req. Volume 6513.12 cubic feet
Rv=
0.4005018
Prov. Volume cubic feet
.......................... .
SA @
Elevation=
ORIFICE CALCULATION
Avg. Head = 0.5265625
ft
Flow Q2, cfs 0.03883102 Area, in
1.600376
Dia 2, inches 1.427467
Flow Q5, cfs 0.01553241 Area, in
0.640151
Dia 5, inches 0.902809
Engineer uses :;:.::>:;:>:> [ Inches
Area =
0.9940196 in
Q, cfs = 0.0241186
Drawdown
>;dJ;pdays
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines.

Stormwater and Erosion Control Plan
The Landing at Southport
Revised Calculation Sheets
3/10/98

DRAINAGE AREA DATA
SEAL
9499
Z ,,., j ?/,C/ F's

SUBBASIN DRAINAGE AREA SUMMARY
Subbasin
I.D.
D.A.
ac.TRational
C" Value
SP1A
0.79
0.70
SPiB
0.30
0.60
SP1C
0.23
0.60
SP1F
1.46
0.40
SPiG
0.48
0.45
SP1H
1.23
0.40
SPil
0.38
0.45
SP1J
1.22
0.40
SP1K1 !
0.34
0.45
SP1K2 1
0.74
0.45
SP1 L1
1.17
0.40
SP11-2
2.26
0.40
SP2A
0.29
0.70
SP2B
1.34
0.40
SP20
0.48
0.45
SP21)
1.46
0.40
SP2E
0.91
0.45
S1A
2.61
0.35
S1B
0.33
0.35
Sic
2.45
0.35
S2A
0.19
0.35
S213
0.31
0.45
S2C
0.14
0.45
S3A
0.55
0.35
S38
0.62
0.45
S3C
2.10
0.40
S4A
0.39
0.35
S4B
0.60
0.45
S4C
1.95
0.40
S5A
0.48
0.35
S5B
0.65
0.45
5'C
1.95
0.40
S6A
0.67
0.35
S6B
0.12
0.50
S6C
0.19
0.45
S6D
1.16
0.40
WE
0.69
0.45
S7A
$4
0.35
S7B
0.35
S7C
0.57
0.45
S71)
1.20
0.45
S7E i
0.57
0.45
S7F
1.58
0.40
S8A
0.24
0.35
S8B
0.50-
0.45
SBC
1.53
0.40
S9A
3.18
0.40
S9B
1.62
0.35
S9/0S
8.00
0.25
S10
2.32
0.40
C1
0.30
EC/OS
3 5
0.20
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Telephone [phone]
Facsimile [phone]
HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTM, NORTH CAROLINA 28459
117 Pine Street
Post Office Box 2927
7Uesday, March 10, 1998
Ms. Linda Lewis, Environmental Engineer
Water Quality Section MAR I �i 1998
North Carolina Department of Environment, .
Health and Natural Resources BY
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: The Landing at Southport
DWQ Stormwater Project No. SW8 971226
Response to DWQ 2/20/98 Review Letter
Dear Ms. Lewis:
We have revised the subject project in response to the comments
presented in your February 20, 1998 letter to us and in conformance with
your March 5, 1998 telephone conversation with Mr. Scott Quaintance of
our office. Following is a summary of the revisions made as they relate to the
itemized comments of your letter.
1. We have added Sheet Number 2A to the plans. This sheet clearly
illustrates the total areas draining to the various stormwater features of
the project.
2. Sheet Number 1 has been revised to illustrate that all pipes which
discharge to a stormwater Swale are to be terminated at the "build to"
line. This line is 20 feet from the right-of-way line. Associated tables
on Sheet Number 1 have also been revised.
3. Sheet Number 4 has been revised by adding points around the
perimeter of the normal pool of each pond. A table has been added
which provides the project coordinates for each point. These points
can be easily located by field survey.
4. Sheet Number 1 already illustrates the wetland boundaries on -site. We
have added notes along the boundary, however, to more clearly locate
the wetlands.
5. The "Hydrologic and Hydraulic Data for Open Channels" on Sheet
Number 1 has been revised by adding columns for the beginning and
ending elevations of each swale. All swales are significantly longer
than 100 feet except for S8A which is approximately 75 feet long. We
respectfully request variance for this particular Swale due to the
significant, relatively flat wetlands downstream of the swale and due to
space constraints (imposed by the wetlands).

Ms. Linda Lewis Page 2 The Landing at Southport
March 10, 1998 Revisions
6. The stormwater swales are now more clearly highlighted on the
"Hydrologic and Hydraulic Data for Open Channels" on Sheet Number
1. The legend clearly distinguishes "stormwater" swales from other
open charnels and the identification of each Swale is clearly illustrated
on the plan view.
7. The notes on the swale details on Sheet Number 5 have been revised
to provide the grass type. In addition, we now identify the portion of
the stormwater swale cross section which must have 5:1 bank slopes
(to carry the peak runoff from the 10-year storm).
Enclosed are two sets of revised plans and the revised "Drainage Area"
and "Open Channel" sections of the calculations.
We trust that you will determine that the current revisions make our
submittal complete and in compliance with the stormwater rules. Should
you require any additional information, or have any comments, please do not
hesitate to contact us.
Sincerely,
Houston, P.E.
in and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. David Edwards, bluegreen
File: 96-0090 (bluegreen, The Landing)

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
February 20, 1998
Mr. Jay Houston, P.E.
Houston and Associates
PO Box 2927
Shallotte, NC 28459
7 4 0
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL REsouRCEs
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 971226
The Landing @Southport
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received a Stormwater Management Permit Application for The
Landing @Southport on December 29, 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:
1. Please show the overall drainage area to each pond and to each swale. It is not necessary to
show each individual catch basin/pipe drainage area, since I do not check pipe sizes. I am
unable to determine the drainage areas from the map you have provided. I cannot verify pond
design until the revised DA map is provided.
2. Piped collection systems must drain to a pond. It appears that you have collection piping that
is not drained to either pond, but to a curb outlet swale (need drainage areas to confirm). Curb
outlet systems cannot be used to treat runoff routed through a collection system. If you wish
to qualify for the low density curb outlet system, you must cut off the piping at the right-of-
way and not collect from other areas (ie., low points only), and provide a minimum of 100
linear feet of 5:1 grassed swale, at a slope less than 5%. The project as proposed does not
meet the low density requirements,
3. I have been giving some thought to the problem of these irregualarly shaped ponds and have
come up with an equitable solution to get the information that needs to be conveyed on the
plans clearly. A lot of the dimensions are just put on the plan at various places, such as the
48' dimension in pond 2. There is no way to tell where in the pond it should measure 48'. By
adding a bearing and distance to a fixed point, such as a lot corner or a road station, it will
at least be located so that there is no question as to where that dimension needs to be.
4. Delineate all wetlands on site, or note on the plans that none exist.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

Mr. Houston
February 20, 1998
Stormwater Project No. SW8 971226
----------------------------------------------
5. For curb outlet systems, please show the inverts of the catch basins or whatever structure that
leads into the swale, and the elevation of the swale centerline at the end of the required 100' .
6. Delineate and label the locations of the curb outlet swales. Make sure that the name of the
detail with the required swale section is the same as the name on the plans.. We want to make
sure we get a 5:1 slope and not a 3:1.
7. Please specify the grass type to be planted in the swales on the detail.
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 March 20, 1998, 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\971226.FEB
cc: Linda Lewis
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTM, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Water Quality Section
North Carolina Department of Environment,
Health and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: The Landing at Southport
Southport, North Carolina
Dear Ms. Lewis:
117 Pine Street
Post Office Box 2927
Monday, December 22, 1997
RECE-7VED
DEC 2 9 1997
BY: u Sail
Bluegreen Corporation is developing a project in northern Southport
called The Landing at Southport. Enclosed for your review and approval are:
1. Two sets of the stormwater and erosion control plans;
2. Two sets of hydrologic and hydraulic calculations;
3. Two copies of the executed Stormwater Form;
4. Two copies of the executed maintenance form; and,
5. Check in the amount of $385.00 to cover the application fee.
We trust that you will find our submittal to be in order and that project
approval is warranted. Should you require any additional information, or
have any comments, please do not hesitate to contact us.
Sincerely,
Houston, P.E.
Houston and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. David Edwards, bluegreen
File: 96-0090 (bluegreen, The Landing)

HYDROLOGIC AND HYDRAULIC CALCULATIONS
for
THE LANDING at Southport
Drainage Area Data
Stormwater Ponds
Open Channels
Storm Drains and Culverts
Catch Basins
971-2 2 6
STORMWATER
p E C E 1 V E
DEC 2 9199q D
D E M
PAOJ #
Houston and Associates, P.A.
Shallotte, North Carolina
December 1997

DRAINAGE AREA DATA

SUBBASIN DRAINAGE AREA SUMMARY
Subbasin
I.D._Jac.)
D.A.
Rational
"C" Value
SP1A
0.79
0.70
SP18
0.30
0.60
SPic
0.23
0.60
SP1F
1.46
0.40
SP1G
0.48
0.45
SP11-1
1.23
0.40
SPil
0.38
0.45
SPiJ
1.22
0.40
SP1K1
0.34
0.45
SPi K2
0.74
0.45
SP1 Li
1,17
0.40
SP1L2
2.26
0.40
SP2A
0.29
0.70
SP2B
1.34
0.40
SP2C
0.48
0.45
SP2D
1.46
0.40
SP2E
0.91
0.45
S1A
2.61
0.35
SiB
0.33
0.35
Sic
2.45
0.35
S2A
0.19
0.35
S28
S2C
0.31
0.14
0.45
0.45
S3A
0.55
0.35
S3B
0.52
0.45
S3C
2.10
0.40
S4A
0.39
0.35
S4B
0.60
0.45
S4C
1.95
0.40
S5A
0.48
0.35
S5B
.0.65
0.45
SSc
1.95
0.40
S6A
0.67
0.35
S68
0.12
0.50
___S6C
0.19
0.45
S613
1.16
0.40
S6E
0.69
0.45
S7A
0.40
0.35
S7B
0.90
0.35
S7C
0.57
0.45
S7D
1.20
0.45
WE
0.57
0.45
S7F
1.58
0.40
S8A
0.24
0.35
S88
0.50
0.45
88C
1.53
0.40
S9A
3.18
0.40
S98
1.62
0.35
S9/OS
8.00
0.25
S10
2.32
0.40
Ci
0.76
0.30
EC/OS
35
0.20
/,.Ci l`.a.?k,, 1 ._�7 ,i�

r 4-
'72
C(j
106

STORMWATER PONDS

THE LANDING - STORMWATER POND # 1
Total Drainage Area: 10.73 Acres
Impervious Area:
Roadways
52800 SF
Residential
104850 T
Total:
157650 SF
3.62 Acres
% Imperivous:
33.7
Permanent Pool Depth: 6
% TSS Removal: 90
SA/DA: 0.0179
Required SA: 8366 SF
Runoff: 1 Inches
Simple Method
Rv 0.354
Volume: 13771 CF
Proposed Normal Pool SA: 14700 SF (@ 7.5' MSL)
SA @ Storage Pool: 16200 SF (@ 8.4' MSL)
Depth of Storage: 0.891 Feet
USE 0.9 Feet
Provided Storage: 13905 CF
Pond Elevations:
Bottom Elev.:
1.5 MSL
Permanent Pool:
7.5 MSL
Storage Pool:
8.4 MSL
Flood Pool:
9.0 MSL
Min. "Freeboard" Elev-
9.5 MSL

-
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_SS REIMOVAL
WITH 30'
FILTER
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_ 0LT
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5 OFT 5
:
C--
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8
6
S
---
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2.2
_.9
1.8
1.6
1.2
. C
".0
3.0
�.6
2.4
2.1
�.�
1._
1.4
.9
1.0
50% :.-
3.7
3.3
3.0
2.7
2.4
2._
1.8
5
1.3
6.0%
4.5
3.8
3.5
3.2
2.9
2.
2.3
=.0
5.2
5
4.1
3.7
3.1
2.
2.5
80% = -
-
6.0
5.2
4.7
4.2
3.7
3-
2.7
2 2
2.0
9 0 %
6.5
5.8
5.3
4.8
4.3
3 3
3.3
2.8
1.3
100°
7. 4
6. 8
6. 2
5. 6
5. 0
4. 4
3. 8
2
2 .-6
SA/DA - > 9 0 % TSS REMC) =.'.
OR WET DETENTION WITHOUT -VEGETA'= I V:-: =ILTER
RIDER. =
3 . _= =
3. 5F T
= . OFT
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5 . OFT
5 . 5FT
= . 0= =
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7 SFT
10<
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1.0
8
7
6
5
i
-
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.
1
20=
-.-
2.0
1.8
1.7
1.5
1.'
1
1.0
6
?0=
=.5
3.0
2.7
2.5
2.2
1.9
1 -
-
1 3
s
0_
=.�
4.0
3.5
3.1
2.8
2.5
2._
1.8
_
.8
1.1
-.1
2,'Q
='9
1
60%
6.0
5.3
4.8
4 3
3.9
3 _
1.9
70=
_._
7.0
6.0
5.5
5.0
4.5
;.:
3.4
2.9
2.8
-
8.0
7.0
6.4
5.7
5.2
.e
4.0
�.-
2.8
�0`
--•7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100=
:=.
10.0
8...8
8.1.
7.3
6.6
5.2
5.1
-. 3
3.6
0

THE LANDING STORMWATER POND # 1
ORIFICE DIA. AREA (SF) BASED ON NUMBER OF ORIFICES
INCHES 1 2 3 4
1.75 0.0167 0.0334 0.0501 0.0668
DATAINPUT
POND AREA AT NORMAL POOL=
14700
FEET
INCHES OF RAINFALL =
1.0
INCHES
BASIN AREA =
10.73
ACRES
IMPERVIOUS AREA =
3.62
ACRES
NORMAL POOL ELEVATION =
7.5
FEET
ORIFICE AREA =
0.0167
FEET
POND AREA AT STORAGE POOL =
16200
FEET
TIME INCREMENT OF ROUTING =
2..0
HOURS
ORIFICE COEF. =
0.6
INPUT RESULTS
RUNOFF COEF. (Rv) = 0.354
ELEVATION OF POOL AT STORAGE = 8.4 FEET
VOLUME OF RUNOFF FROM RAINFALL= 13,771 FEET3
VOLUME OF STORAGE= 13,905 FEET3
Drawdown Calculations For Pond Orfice
TIME
ELEVATION
HEAD
FLOWRATE
VOLUME
END ELEV,
FEET
FEET
CPS
CF
FEET
0
8.40
0.9000
0.07628
549
8.36
2.0
8.36
0.8626
0.07468
538
8.33
4.0
8.33
0.8261
0.07308
526
8.29
6.0
8.29
0.7903
0.07148
515
8.26
8.0
8.26
0.7552
0.06988
503
8.22
10.0
8.22
0.7210
0.06828
492
8.19
12.0
8.19
0.6876
0.06668
480
8.15
14.0
8.15
0.6549
0.06507
469
8.12
16.0
8.12
0.6230
0.06347
457
8.09
18.0
8.09
0.5920
0.06187
445
8.06
20.0
8.06
0.5617
0.06026
434
8.03
22.0
8.03
0.5321
0.05866
422
8.00

SW Pond Calcs.
24.0
8.00
0.5034
0.05705
411
7.98
26.0
7.98
0.4755
0.05545
399
7.95
28.0
7.95
0.4483
0.05384
388
7.92
30.0
7.92
0.4219
0.05223
376
7.90
32.0
7.90
0.3964
0.05062
364
7.87
34.0
7.87
0.3716
0.04901
353
7.85
36.0
7.85
0.3476
0.04740
341
7.82
38.0
7.82
0.3243
0.04579
330
7.80
40.0
7.80
0.3019
0.04418
318
7.78
42.0
7.78
0.2803
0.04257
306
7.76
44.0
7.76
0.2594
0.04096
295
7.74
46.0
7.74
0.2394
0.03934
283
7.72
48.0
7.72
0.2201
0.03772
272
7.70
50.0
7.70
0.2016
0.03611
260
7.68
52.0
7.68
0.1839
0.03449
248
7.67
54.0
7.67
0.1670
0.03286
237
7.65
56.0
7.65
0.1509
0.03124
225
7.64
58.0
7.64
0.1356
0.02961
213
7.62
60.0
7.62
0.1211
0.02799
202
7.61
62.0
7.61
0.1074
0.02636
190
7.59
64-0
7.59
0.0945
0.02472
178
7.58
66.0
7.58
0.0824
0.02308
166
7.57
68.0
7.57
0.0711
0.02144
154
7.56
70.0
7.56
0.0606
0.01979
143
7.55
72.0
7.55
0.0509
0.01814
131
7.54
74.0
7.54
0.0420
0.01648
119
7.53
76.0
7.53
0.0339
0.01482
107
7.53
78.0
7.53
0.0267
0.01314
95
7.52
80.0
7.52
0.0203
0.01144
82
7.51
82.0
7.51
0.0147
0.00973
70
7.51
84.0
7.51
0.0099
0.00799
58
7.51
86.0
7.51
0.0060
0.00621
45
7.50
88.0
Time for drawdown = approx. 3.5 Days
Page 2

SW Pond Calcs.
THE LANDING - STORMWATER POND # 2
Total Drainage Area: 4.48 Acres
Impervious Area:
Roadways 24000 SI=
Residential 52000 SF
Total: 76000 SF
1.74 Acres
% Imperivous: 38.9
Permanent Pool Depth: 5
% TSS Removal: 90
SA/DA: 0.0273
Required SA: 5328 EF
Runoff: 1 Inches
Simple Method
Rv 0.401
Volume: 6513 CF
Proposed Normal Pool SA: 5500 SF (@ ' MSL)
SA @ Storage Pool: 6700 SF (@ ' MSL)
Depth of Storage: 1.068 Feet
USE 1.1 Feet
Provided Storage: 6710 CF
Pond Elevations:
Bottom Elev.: 7.0 MSL
Permanent Pool: 12.0 MSL
Storage Pool: 13.1 MSL
Flood Pool: 14.0 MSL
Min. "Freeboard" Elev: 15.0 MSL
Page 2

77--
i z19 /97
v
�
8: o
_SJ R1i'I0VAL
WITH 30'
FIL=ER
= i=F7- - -
3 FT 4
5 FT
5 OFT S
=
--
_ - -
-
1.1
1.0
.9
7
6
2.2
.9
1.8
1..6
_.�
1
1.2
=.0
.9
J.O
r.6
2 4
2.1
_.9
1._
1.4
1.0
;0
3.7
3.3
3.0
2.71.8
5
1.3
4.5
3.8
3.5
3.2
2.9
2
2.3
_.0
1.6
��= _•_
5.2
'_.5
4.1
3.7
3.1
2.;
2. 5-
1.8
60� :.=
-.3
6.0
5.2
4.7
4.2
3.7
3._
2.7
2
2.0
90%
6.5
3.8
5.3
4.8
4.'
3
3 3
8
1.3
100% _._
7.4
6.8
6.2
5.6
5.0
4.-
3.8
2
2-6
SA/DA - > 90% TSS R.SMOV'�
FOR WET DETENTION WITHOUT -VEGET: __V:-: F'ILTEP.
RIDER .
3 . -- _ 3 5F T
- OFT
4 . 5FT
5-OFT
5 . SF--
= • 0. _
6 . 5FT
7 . OF -1--
7 SFT
.7
.6
.5
?
i
20
2.0
1.8
1.7
.5
-1
1.%
1.0
9
0�
_. 3.0
2.7
2.5
2.2
1.9
_. _
1 3
.6
8
4_0=
3. 5
3. 1
2. 8
2. 5
_
509-
_.= 5.0
3
3.9
3.5
3.
60
6.0
5.3
4,8
4.3
3.9
J
70=
_._ 7.0
6.0
5.5
5.0
4.5
3.:
3 4
2.9
2.3
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3
2.8
90
_:. 9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100=
1 10.0
8..8
8.1
7.3
6.6
S.2
5.1
-.3
3.6
2,--73')r
6

SW Pond Calm
THE LANDING STORMWATER POND # 2
ORIFICE DIA. AREA (SF) RASED ON NUMBER OF ORIF!CES
INCHES 1 2 3 4
1.;.125 0.0069 0.0138 0.0207 0.0276
DATA INPUT
POND AREA AT NORMAL POOL--
5500
FEET2
INCHES OF RAINFALL =
1.00
INCHES
BASIN AREA =
4.48
DES
IMPERVIOUS AREA =
1.74
ACRES
NORMAL POOL ELEVATION =
12.00
FEET
ORIFICE AREA =
0.0069
FEET2
POND AREA AT STORAGE POOL =
6700
FEET''
TIME INCREMENT OF ROUTING =
2.0
HOURS
ORIFICE COEF. =
0.6
INPUT RESULTS
RUNOFF COEF. (Rv) =
0.40
ELEVATION OF POOL AT STORAGE =
13.10 FEET
VOLUME OF RUNOFF FROM RAINFALL =
6,498 FEET3
VOLUME OF STORAGE =
6,710 FEET3
Drawdown Calculations For Pond Orfice
TIME
ELEVATION
HEAD
FLOWRATE
VOLUME
END ELEV.
FEET
FAT
CFS
CF
FEET
0
13.10
1.1000
0.03484
251
13.05
2.0
13.05
1.0544
0.03411
246
13.01
4.0
13.01
1.0097
0.03338
240
12.97
6.0
12.97
0.9660
0.03265
235
12.92
8.0
12.92
0.9233
0.03192
230
12.88
10.0
12.88
0.8815
0.03119
225
12.84
12.0.
12.84
0.8407
0.03046
219
12.80
14.0
12.80
0.8008
0.02973
214
12.76
16.0
12.76
0.7619
0.02900
209
12.72
18.0
12.72
0.7239
0.02827
204
12.69
20.0
12.69
0.6869
0.02754
198
12.65
22.0
12.65
0.6508
0.02680
193
12.62
Page 1

SW Pond Calcs.
24.0
12.62
0.6158
0.02607
188
12.58
26.0
12.58
0.5816
0.02534
182
12.55
28.0
12.55
0.5485
0.02460
177
12.52
30.0
12.52
0.5162
0.02387
172
12.48
32.0
12.48
0.4850
0.02314
167
12.45
34.0
12.45
0.4547
0.02240
161
12.43
36.0
12.43
0.4254
0.02167
156
12.40
38.0
12.40
0.3970
0.02093
151
12.37
40.0
12.37
0.3696
0.02020
145
12.34
42.0
12.34
0.3432
0.01946
140
12.32
44.0
12.32
0.3177
0.01873
135
12.29
46.0
12.29
0.2932
0.01799
130
12.27
48.0
12.27
0.2696
0.01725
124
12.25
50.0
12.25
0.2470
0.01651
119
12.23
52.0
12.23
0.2254
0.01577
114
12.20
54.0
12.20
0.2048
0.01503
108
12.19
56.0
12.19
0.1851
0.01429
103
12.17
58.0
12.17
0.1664
0.01355
98
12.15
60.0
12.15
0.1486
0.01281
92
12.13
62.0
12.13
0.1319
0.01206
87
12.12
64.0
12.12
0.1161
0.01132
81
12.10
66.0
12.10
0.1013
0.01057
76
12.09
68.0
12.09
0.0874
0.00982
71
12.07
70.0
12.07
0.0746
0.00907
65
12.06
72.0
12.06
0.0627
0.00832
60
12.05
74.0
12.05
0.0518
0.00756
54
12.04
76.0
12.04
0.0419
0.00680
49
12.03
78.0
12.03
0.0330
0.00604
43
12.03
80.0
12.03
0.0251
0.00526
38
12.02
82.0
12.02
0.0182
0.00448
32
12.01
84.0
12.01
0.0123
0.00369
27
12.01
86.0
12.01
0.0075
0.00288
21
12.00
88.0
12.00
0.0037
0.00203
Page 2

The Landing Storm Drains Hydraulics - 1110 Peak Discharge
STORMWATER POND # 1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
';�" 17 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
2 4 94C HES
DIA. FOR RISER =
36 INCHES
HEAD = 1.26
LENGTH OF CULVERT PIPE =
100 FEET
HEADWATER ELEVATION = 8.96
INV. IN ELEV. OF CULVERT =
6.7 FEET
INV. OUT ELEV. OF CULVERT =
6.5 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
�?l f.-8-6 FEET
HEAD = 1.16
WEIR FLOW COEF. =
4
HEADWATER ELEVATION = 8.66
TAILWATER ELEVATION =
7.5 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO rm
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (LI) RISER me
-- —
HEAD = 0.59
HEADWATER ELEVATION = 4Z.G. 8. 4 9
NOTE: Inflow from SDISP1F1 = 23 cis & inflow from SP1B . 22 cfs; therefor, total inflow to pond is less than 26 cis. Experience yields that very
conservative to assume that 010 peak outflow will be lase than W of inflow; therefor, 010 peak outflow is set ® 17 cis. (Note from plans
that also have emergency spillway.
STORMWATER POND # 2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
12 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER=
24 INCHES
HEAD = 1.99
LENGTH OF CULVERT PIPE =
45 FEET
HEADWATER ELEVATION = 13.94
INV. IN ELEV. OF CULVERT =
11.20 FEET
INV. OUT ELEV. OF CULVERT =
11.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
1 9.1 FEET
HEAD = 1.57
WEIR FLOW COEF. =
4
HEADWATER ELEVATION = 13.57
TAILWATER ELEVATION =
12.00 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO f01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = 0.61
HEADWATER ELEVATION = 13.71

OPEN CHANNELS

y
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OI r' N: N: Ni Ni Ni Ni ri Crjl NI rN
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STORM DRAINS AND CULVERTS

HYDROLOGIC ORTR FOR STORM DRAINS RNO CULUERTS
STORM DRAIN/ Contributing
CULVERTI.D. Areas
Total
D.A. ac.
Weighted
"C" Value
Elev.. msl
Avg. tc
I Length Slope Factor
tc
min.
110
in/hr
010
cfs
Be in
End
SD/SPIB ! SPIBSPIC
0.53
1 0.60
14
10
1 325 0.012 i 0.5
2
! 7.0
I 2.2
SD/SP1C SPiC 0.23
SD/SP1F1 SPi F,SPIG,SPIH,SPII,SPIJ, 9.28
SPi K1,SP1 K2,SP1 L1,SP1 L2
SD/SP1F2 SPIF,SP1G,SP1H,SP11,SP1J, 9.41
SP1 K1,SP1 K2,SP1 L1,SP1 L2
SD/SPIF3 SPIF,SPIG,SPIH,SPI1,SPli, 9.41
SP1 K1,SP1 K2,SP1 L1,SP1 L2
SD/SP1F4 .8XSPIF+SPIH 2.40
0.60
14
10
300 0.0131 0.5
j 2
7.0
1 1.0
0.41
23
4
2000 0.010 0.5
j 8
5.9
22
0.41
1 23
4
1950
0.010 ` 0.5
j 8
5.9
i 23
1
0.41
23
5
1800
1 0.0101 0.5
7
6.1
24
0.35
21
11
380
0.026 0.5
2
7.0
5.9
SD/SPIGi
SP11,SP1J,SPiK1,SP1K2,
6.11
0.41
23
7
1550
0.010 0.5
6
6.5
16
SPI LI ,SP1 L2
1
SD/SPIG2
SP1I,SPIJ,SP1K1,SP1K2,
6.11
0.41
23
8
1400
0.011 0.5 I 6
6.5
J 16
SP1 L1,SP1 1-2
+-6-73
j
1
1
SD/SP11
SPIJ,SP1K1,SP1K2,
0.41
23
10
1200
0.011 0.5 I 5
7.0
j 16
1 SPi L1,SP1 L2
I i
SD/SPiJ
SPIJ
1.22
0.40
22
15
350
0.020 0.5 1 2
7.0
3.4
SD/SPIK
SP1K2,SP1L2
j 3.00
0.41
23
16
950
0.0071 0.5 5
7.0
8.7
SD/SP1L1
SPi Li
1.17
0.40
23
20
400
0.008 ! 0.5 3
7.0
3.3
SD/SP1L2
1 SPIL2
2.26
0.40
23
21
1 450
0.004 0.5 3
j 7.0
6.3
SD/SP2B1
j SP2B,SP2C,SP2D,SP2E 1
4.19
0.42
20
13
1400
10.006 0.5 ! 8
5.9
10
SD/SP2B2
SP2B,SP2C,SP2D,SP2E 1
4.19 1
0.42
20
15
1050
1 0.005
! 0.5 6
1 6.5 1 11
SD/SP2C
SP210
0.-481
0.46
20
1 19
200
1 0.005
0.5 1 2
7.0 1 1.5
SD/SP2D SP20,SP2E i
2.37 1
0.42
1 20
1 16 1
420
0.0101
0.5 I 2
! 7.0 i 7.0
SD/SP2E ! SP2E 1
0.91 1
0.45
20
16
400
0.010 0.5 2
I 7.0 2.9
SD28 i S2B,S2C I
0.45
0.45
1 19
16
300
0.010 ! 0.5 2
7.0 1.4
SD2C I SZC 1
0,14 1
0.45
19
16 I
210
1 0.014 0.51 1 I
7.0 0.4
SD38 ! S3B,S3C
2.72 1
0.41
I 22
16
520 1
0.012 0.6 1 3 I
7.0 I 7.8
SD3C S3C 2.10
0.40
1 22 18
500 1
0.008 ' 0.6 1 4 1
7.0 5.9
SD4B I S4B,S4C i 2.55 i
0.41
23 I 18 1
400
0.013 0.6 3
7.0 ! 7.4
SD4C S4C 1.95 I
0.40
23 1 20 1
380 1
0.008 i 0.6 3 !
7.0 I 5.5
SDSB S5B,S5C 1 2.60
0.41 23 1
17 1
480 1
0.013 0.6 1 3
7.0 1 7.5
SD5C ! S5C I 1.95 I
0.40 1 23 1
20
460 1
0.007: 0.6 1 4
7.0
5.5
S06B S68,S6C,S61),S6E 1
2.16
0.43 I 22
17
750 10.007
1 0.5 I 4 7.0 1
6.4
SD6C
S6C
0.19 1
0.45 1
22 I
20
150 1
0.013 0.5
1
7.0 1
0.6
SD6D I
S6D,S6E I
1.85
0.42 1
22
17
500
0.0101 0.6 1
3 1
7.0 1
5.4
SD6E 1
SS 1
0.69 1
0.45
22 j
20
420
0.005I 0.5
3
7.0 1
2.2
SD7C1 1
9_7C,S7D
1.77
0.45
20
14
520
0.012 ! 0.5
3
7.0
5.6
SD7C2 1
S7C,S7D 1
1.77
0.45
20
14
450
0.0131 0.5
2
7.0
5.6
SD7D 1
S7D
1.20
0.45
20
15
430
0.0121 0.5
r 2
7.0
3.8
SD7E
S7E,S7F
2.15
0.41
20
15
420
0.0121 0.6
3
7.0
6.2
SD7F
S717
1.58
0.40
20
15
400
0.013 ! 0.6
3
7.0
4.4
SD8B
S8B,S8C
2.03
0.41
19
14
380
0.013 0.6
2
7.0
5.9
SDHC
S8C
1.53
0.40
19
14
360
0.014 0.6
2
7.0
4.3
C1 EXIST
EC10S
35.00
j
25
CiNEW
S9A,S9B,S9/OS,S1O EC/OS
50.12
34
C2
S1A,S1B,S1C
5.39
0.35
23
7
1860 T
6.009 1 0.8
13
4.9
9.2
C3 j
S9A,S9B,S9/OS
12.80
12.8
27
16 1
1800 1
0,006 1 0.9
16 1
4.6
18
NOTES: 1. The 'tc factor' is based on a portion of the flow conveyance system being Improved due to piping or channelization.
2. The design flowratea for 'C1 EXIST' and 'Cl NEW' are for the 25-year storm rather than the 10-year storm due to crossing of NCDOT secondary road. See separate
SCS method calculations due to lame drainage area.

The Landing Storm Drains Hydraulics - 019 Peak Discharge
SD/SP1 B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.2 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
O A. FOR CULVER �I PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.34
LENGTH OF CULVERT PIPE =
4 0 FEET
HEADWATER ELEVATION = 9.04
INV. IN ELEV. OF CULVERT =
8.2 FEET
INV. OUT ELEV. OF CULVERT=
6.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.31
WEIR FLOW COEF. =
HEADWATER ELEVATION = 9.81
TAILWATER ELEVATION =
9.5 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP1 C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.07
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 9.07
INV. IN ELEV. OF CULVERT=
8.50 FEET
INV. OUT ELEV. OF CULVERT =
8.20 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.05
WEIR FLOW COEF. =
HEADWATER ELEVATION = 9.86
TAILWATER ELEVATION =
9.81 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Q)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hgdraullcs - 018 Peak Discharge
SO/SP1 F1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
23 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30. CV1ES
DIA. FOR RISER=
INCHES
HEAD = 0.46
LENGTH OF CULVERT PIPE =
60 FEET
HEADWATER ELEVATION = 5.56
INV. IN ELEV. OF CULVERT =
3.6 FEET
INV. OUT ELEV. OF CULVERT =
3.0 FEET
INLET COEF. FOR CULV. PIPE FLAW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.31
WEIR FLOW ODER =
HEADWATER ELEVATION = 9.31
TAILWATER ELEVATION =
9.0 FEET'
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP1 F2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2 3 CFS
MANNINGS n=
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.95
LENGTH OF CULVERT PIPE =
160 FEET
HEADWATER ELEVATION = 6.20
INV. IN ELEV. OF CULVERT =
4.00 FEET
INV. OUT ELEV. OF CULVERT =
3.60 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.94
WEIR FLOW COEF. =
HEADWATER ELEVATION = 10.25
TAILWATER ELEVATION =
9.31 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN - ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - pl8 Peak Discharge
SD/SP1 F3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
24 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
3 0 iNCHES
DIA. FOR RISER =
INCHES
HEAD = 1.03
LENGTH OF CULVERT PIPE =
150 FEET
HEADWATER ELEVATION = 10.28
INV. IN ELEV. OF CULVERT =
8.0 FEET
INV. OUT ELEV. OF CULVERT =
4.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.99
WEIR FLOW COEF. =
HEADWATER ELEVATION = 11.24
TAILWATER ELEVATION =
10.3 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO L01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP1 F4
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
6.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.51
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 9.76
INV. IN ELEV. OF CULVERT =
8.50 FEET
INV. OUT ELEV. OF CULVERT =
8.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.35
WEIR FLOW COEF. =
HEADWATER ELEVATION = 11.59
TAILWATER ELEVATION =
11.24 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0!
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (01 RISER DIA_
HEAD = #UIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - QI@ Peak Discharge
SD/SP1 G1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
16 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOP. CULVERT PIPE=
24 1,'ZHES
DIA. FOR RISER =
INCHES
HEAD = 1.12
LENGTH OF CULVERT PIPE =
55 FEET
HEADWATER ELEVATION = 11.12
INV. IN ELEV. OF CULVERT =
9.0 FEET
INV. OUT ELEV. OF CULVERT =
8.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.84
WEIR FLOW COEF. =
HEADWATER ELEVATION = 12.08
TAILWATER ELEVATION =
11.2 Fes?
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (9) RISEN me
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP1 G2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
16 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.12
LENGTH OF CULVERT PIPE =
90 FEET
HEADWATER ELEVATION = 13.42
INV. IN ELEV. OF CULVERT=
11.30 FEET
INV. OUT ELEV. OF CULVERT =
9.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.99
WEIR FLOW COEF. =
HEADWATER ELEVATION = 13.07
TAILWATER ELEVATION =
12.08 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (Q) FUSEE? DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 018 Peak Discharge
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
16 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
24 !NCI ;2S
DIA. FOR RISER =
INCHES
HEAD = 1.12
LENGTH OF CULVERT PIPE =
120 FEET
HEADWATER ELEVATION = 19.32
INV. IN ELEV. OF CULVERT =
17.2 FEET
INV. OUT ELEV. OF CULVERT=
11.8 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.8
RISER WEIR ELEVATION =
FEET
HEAD = 1.12
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.04
TAILWATER ELEVATION =
13.9 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZFgO (m
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP1 J
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
3.4 CR3
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.33
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 13.56
INV. IN ELEV. OF CULVERT =
12.60 FEET
INV. OUT ELEV. OF CULVERT =
12.20 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.24
WEIR FLOW COEF. =
HEADWATER ELEVATION = 14.16
TAILWATER ELEVATION =
13.92 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER =ZERO (9) RISER me
HEAD= #UIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 0113 Peak Discharge
SD/SP1 K
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
8.7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
01A. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.05
LENGTH OF CULVERT PIPE =
200 FEET
HEADWATER ELEVATION = 20.40
INV. IN ELEV. OF CULVERT=
18.6 FEET
INV. OUT ELEV. OF CULVERT =
17.5 FEET
INLET ODER FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.73
WEIR FLOW COEF. =
HEADWATER ELEVATION = 21.05
TAILWATER ELEVATION =
19.3 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP1 Ll
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.31
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 18.84
INV. IN ELEV. OF CULVERT=
17.90 FEET
INV. OUT ELEV. OF CULVERT =
17.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.22
WEIR FLOW COEF. =
HEADWATER ELEVATION = 19.54
TAILWATER ELEVATION =
19.32 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO rm
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 018 Peak Discharge
SD/SP1 L2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
6.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DL : FOR CULVERT PIPE =
18 i;,ZHES
DIA. FOR RISER =
INCHES
HEAD = 0.55
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 20.30
INV. INELEV. OFCULVERT =
19.0 FEET
INV. OUT ELEV. OF CULVERT =
18.6 FEEL'
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEEr
HEAD = 0.37
WEIR FLOW COEF. =
HEADWATER ELEVATION = 21.42
TAILWATER ELEVATION =
21.1 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #D I V/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - al Peak Discharge
SD/SP2B1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
10 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DI". FOR CULVERT PIPE =
24 ii4CHES
DIA. FOR RISER =
INCHES
HEAD = 0.44
LENGTH OF CULVERT PIPE =
340 FEET
HEADWATER ELEVATION = 14.24
INV. IN ELEV. OF CULVERT=
12.80 FEET
INV. OUT ELEV. OF CULVERT =
11.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.80
WEIR FLOW GOER =
HEADWATER ELEVATION = 14.80
TAILWATER ELEVATION =
14.00 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Ol
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP2B2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
11 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.53
LENGTH OF CULVERT PIPE =
210 FEET
HEADWATER ELEVATION 15.53
INV. IN ELEV. OF CULVERT=
14.00 FEET
INV. OUT ELEV. OF CULVERT =
12.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.71
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.51
TAILWATER ELEVATION =
14.80 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Ol
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER nie
HEAD = #DIV/01
HEAUWATER ELEVATION #DIV/01

The Landing Storm Brains Hydraulics - 018 Peak Discharge
SD/SP2C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
1.5 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE
12 INCHES
DIA FOR RISER =
INCHES
HEAD = 0.16
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 17.66
INV. IN ELEV. OF CULVERT =
17.00 FEET
INV. OUT ELEV. OF CULVERT =
16.60 FEET
INLET CIDER FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET CIDER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.12
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.65
TAILWATER ELEVATION =
15.53 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (01 RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP2D
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.68
LENGTH OF CULVERT PIPE =
400 FEET
HEADWATER ELEVATION = 17.43
INV. INELEV. OFCULVERT =
16.00 FEET
INV. OUT ELEV. OF CULVERT=
14.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEEr
HEAD = 1.88
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.41
TAILWATER ELEVATION =
15.53 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER - ZERO (9) RISER DIA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 018 Peak Discharge
SD/SP2E
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.9 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DiA. FOR CULVERT PiFE =
12 iNCHES
DIA. FOR RISER=
INCHES
HEAD = 0.59
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 17.49
INV. IN ELEV. OF CULVERT =
16.40 FEET
INV. OUT ELEV. OF CULVERT =
16.00 RAT
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.46
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.89
TAILWATER ELEVATION =
17.43 FEET
VELOCITY.
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (W RISER DIA.
HEAD = #D I V/01
HEADWATER ELEVATION = #D I V/01

The Landing Storm Drains Hydraulics - (11 a Peak Discharge
SD28
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
'-13 FOR CULVERT PIPE =
12 INCHES
CIA. FOR RISER=
INCHES
HEAD = 0.14
LENGTH OF CULVERT PIPE =
40 FEET
HEADWATER ELEVATION = 13.14
INV. IN ELEV. OF CULVERT=
12.5 FEET
INV. OUT ELEV. OF CULVERT=
12.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.13
WEIR FLOW COEF. =
HEADWATER ELEVATION = 14.13
TAILWATER ELEVATION =
14.0 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #DI V/01
HEADWATER ELEVATION = #D I V/01
SD2C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
0.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.01
LENGTH OF CULVERT PIPE =
8 0 FEET
HEADWATER ELEVATION = 13.51
INV. IN ELEV. OF CULVERT =
13.00 FEET
INV. OUT ELEV. OF CULVERT =
12.50 FEET
INLET COEF. FOR CULV. PIPE F LOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.01
WEIR FLOW COEF. =
HEADWATER ELEVATION = 14.14
TAILWATER ELEVATION =
14.13 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA,
HEAD = #D I V/01
HEADWATER ELEVATION = #D I V/01

The Landing Storm Drains Hydraulics - Q18 Peak Discharge
SD/SP2B1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
10 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DI F09 CULVERT PIPE =
24 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.44
LENGTH OF CULVERT PIPE =
340 FEET
HEADWATER ELEVATION = 14.24
INV. IN ELEV. OF CULVERT =
12.80 FEET
INV. OUT ELEV. OFCULVERT =
11.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL=
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.80
WEIR FLOW COEF. =
HEADWATER ELEVATION = 14.80
TAILWATER ELEVATION =
14.00 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD/SP2B2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
11 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 14piES
DIA. FOR RISER=
14WES
HEAD = 0.53
LENGTH OF CULVERT PIPE =
210 FEET
HEADWATER ELEVATION = 15.53
INV. IN ELEV. OF CULVERT=
14.00 FEET
INV. OUT ELEV. OF CULVERT =
12.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.71
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.51
TAILWATER ELEVATION =
14.80 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER RCA
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 01 B Peak Discharge
SD/SP2C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.5 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
Dik FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.16
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 17.66
INV. IN ELEV. OF CULVERT=
17.00 FEET
INV. OUT ELEV. OF CULVERT =
16.80 FAT
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FAT
HEAD = 0.12
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.65
TAILWATER ELEVATION =
15.53 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA
HEAD = #D I V/01
HEADWATER ELEVATION = #D I V/01
SD/SP2D
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 ICES
DIA. FOR RISER =
INCHES
HEAD = 0.68
LENGTH OF CULVERT PIPE =
400 FEET
HEADWATER ELEVATION = 17.43
INV. IN ELEV. OF CULVERT =
16.00 FEET
INV. OUT ELEV. OF CULVERT =
14.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.88
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.41
TAILWATER ELEVATION =
15.53 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZEee_
HEAD = #DIV/01
HEADWATER ELEVATION = #D I V101

The Landing Storm Drains Hydraulics - 01 B Peak Discharge
SD/SP2E
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
OLk FOR CULVEr71 PIPE =
12 BiCH" 'ES
DIA. FOR RISER=
INCHES
HEAD = 0.59
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 17.49
INV. IN ELEV. OF CULVERT =
16.40 FEET
INV. OUT ELEV. OF CULVERT=
16.00 RAT
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.46
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.89
TAILWATER ELEVATION =
17.43 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (9) RISER DIA_
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 010 Peak Discharge
SD3B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
7.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DlA. FOR CULVEHi PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.84
LENGTH OF CULVERT PIPE =
140 FEET
HEADWATER ELEVATION = 17.19
INV. IN ELEV. OF CULVERT =
15.6 FEET
INV, OUT ELEV. OF CULVERT =
14.9 FEET
INLET COER FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET ODER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.01
TAILWATER ELEVATION =
15.9 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD3C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
5.9 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.00
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 17.62
INV. IN ELEV. OF CULVERT=
16.00 FEET
INV. OUT ELEV. OF CULVERT =
15.60 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.72
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.91
TAILWATER ELEVATION =
17.19 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO f©) RISER rue
-- -
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - a I a Peak Discharge
SD4B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
7.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.76
LENGTH OF CULVERT PIPE =
140 FEET
HEADWATER ELEVATION = 18.71
INV. IN ELEV. OF CULVERT =
17.2 FEET
INV. OUT ELEV. OF CULVERT =
16.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.00
WEIR FLOW COEF. =
HEADWATER ELEVATION = 18.00
TAILWATER ELEVATION =
17.0 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD4C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
5.5 CR3
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
MCHES
HEAD = 0.87
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 19.09
INV. INELEV. OFCULVERT =
17.60 FEET
INV. OUT ELEV. OF CULVERT =
17.20 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.62
WEIR FLOW COEF. =
HEADWATER ELEVATION = 19.33
TAILWATER ELEVATION =
18.71 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO L01 RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - Q18 Peak Discharge
S05B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
7.5 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVEH i PIPE =
18 WCHES
DIA. FOR RISER=
INCHES
HEAD = 0.78
LENGTH OF CULVERT PIPE =
140 FEET
HEADWATER ELEVATION = 18.43
INV. IN ELEV. OF CULVERT =
16.9 FEET
INV. OUT ELEV. OF CULVERT =
16.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.03
WEIR FLOW CIDER =
HEADWATER ELEVATION = 18.03
TAILWATER ELEVATION =
17.0 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD5C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
5.5 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.87
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 18.79
INV. IN ELEV. OF CULVERT=
17.30 FEET
INV. OUT ELEV. OF CULVERT =
16.90 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.62
WEIR FLOW COEF. =
HEADWATER ELEVATION = 19.05
TAILWATER ELEVATION =
18.43 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 018 Peak Discharge
S06B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
6.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA, FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.57
LENGTH OF CULVERT PIPE =
So FEET
HEADWATER ELEVATION = 18.12
INV. IN ELEV. OF CULVERT =
16.8 FEET
INV. OUT ELEV. OF CULVERT =
16.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.46
WEIR FLOW COEF. =
HEADWATER ELEVATION = 17.46
TAILWATER ELEVATION =
17.0 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SM
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
0.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.03
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 17.73
INV. IN ELEV. OF CULVERT =
17.20 FEET
INV. OUT ELEV. OF CULVERT =
16.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.02
WEIR FLOW COEF. =
HEADWATER ELEVATION = 18.14
TAILWATER ELEVATION =
18.12 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - a a Peak Discharge
SM
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
5.4 CF3
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
15 INCHES
DIA FOR RISER =
INCHES
HEAD = 0.84
LENGTH OF CULVERT PIPE =
280 RAT
HEADWATER ELEVATION = 19.66
INV. IN ELEV. OF CULVERT=
18.2 FEET
INV. OUT ELEV. OF CULVERT=
16.8 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 2.12
WEIR FLOW COEF. =
HEADWATER ELEVATION = 20.24
TAILWATER ELEVATION =
18.1 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (Q)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION#DIV/01
SD6E
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
2.2 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
12 INCHES
DIA FOR RISER =
INCHES
HEAD = 0.34
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 19.44
INV. IN ELEV. OF CULVERT =
18.60 FEET
INV. OUT ELEV. OF CULVERT =
18.20 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
- 0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.26
WEIR FLOW COEF. =
HEADWATER ELEVATION = 20.50
TAILWATER ELEVATION =
20.24 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER 011A.
HEAD = #01V/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 018 Peak Discharge
SD7C1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
5.6 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.43
LENGTH OF CULVERT PIPE =
4 0 FEET
HEADWATER ELEVATION = 15.08
INV. INELEV. OFCULVERT =
13.9 FEET
INV. OUT ELEV. OF CULVERT =
13.7 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.33
WEIR FLOW CIDER =
HEADWATER ELEVATION = 15.33
TAILWATER ELEVATION =
15.0 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD7C2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
5.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.90
LENGTH OF CULVERT PIPE =
80 FEET
HEADWATER ELEVATION = 15.82
INV. IN ELEV. OF CULVERT=
14.30 FEET
INV. OUT ELEV. OF CULVERT =
13.90 FAT
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET CIDER FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.00
WEIR FLOW COEF. =
HEADWATER ELEVATION = 16.33
TAILWATER ELEVATION =
15.33 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 018 Peak Discharge
SD7D
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
3.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.41
LENGTH OF CULVERT PIPE =
2 5 FEET
HEADWATER ELEVATION = 15.74
INV. IN ELEV. OF CULVERT =
14.7 FEET
INV. OUT ELEV. OF CULVERT =
14.3 FAT
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.30
WEIR FLOW COEF. =
HEADWATER ELEVATION = 16.63
TAILWATER ELEVATION =
16.3 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO a
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SWE
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
6.2 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.53
LENGTH OF CULVERT PIPE =
140 FEET
HEADWATER ELEVATION = 15.68
INV. IN ELEV. OF CULVERT =
14.40 FEET
INV. OUT ELEV. OF CULVERT =
13.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.70
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.70
TAILWATER ELEVATION =
15.00 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (01 RISER DiA,
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm Drains Hydraulics - 016 Peak Discharge
SD7F
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
4.4 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.55
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 15.98
INV. IN ELEV. OF CULVERT =
14.8 FEET
INV. OUT ELEV. OF CULVERT =
14.4 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
15.7 FEET
HEAD = 0.40
WEIR FLOW COEF. =
HEADWATER ELEVATION = 16.10
TAILWATER ELEVATION =
15.7 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (01 RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD8B
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
5.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER=
INCHES
HEAD = 1.00
LENGTH OF CULVERT PIPE =
15 FEET
HEADWATER ELEVATION = 15.82
INV. IN ELEV. OF CULVERT =
14.20 FEET
INV. OUT ELEV. OF CULVERT =
13.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.65
WEIR FLOW COEF. =
HEADWATER ELEVATION = 15.45
TAILWATER ELEVATION =
14.80 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

The Landing Storm grains Hydraulics - Q18 Peak Discharge
SD8C
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
4.3 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUlWiNG INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.53
LENGTH OF CULVERT PIPE =
25 FEET
HEADWATER ELEVATION = 15.75
INV. IN ELEV. OF CULVERT=
14.6 FEET
INV. OUT ELEV. OF CULVERT=
14.2 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.38
WEIR FLOW COEF. =
HEADWATER ELEVATION = 16.20
TAILWATER ELEVATION =
15.8 FEET
VELOCITY=
FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #D I V/01
HEADWATER ELEVATION = #DIV/01

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c4 5xIsT
Culvert C-1 (under Aver Road ...i
Worksheet for Circular Channel
O-wiwwr 11www-IMlww
�wr a•, ,�ra.v..
1--rujeU-L File
iiiluueu
Wui ksheet
iyv
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Diameter
--
...pv �aaa
IVIBrInI gs COet lde!1L
C U!2
Channel Slope
0.005000 ;lift
Depth
2.29 it
Discharge
25.00 ft3/s
0coiii to
D-weter
2.29
ft
Flow Area
4.14
ft2
Wetted Perimeter
7.21
ft
Top Width
0.00
It
Critical Depth
1.74
ft
Percent Full
100.00
%
Critical Slope
0.005857 ft/ft
Velocity
6.05
ft(s
Velocity Head
0.57
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maidmum Discharge
26.89
ft3/s
Full Flow Capacity
25.00
ft3/s
Full Flow Slope
0.005000 ft/ft
Dec 11, 1997
1338.35
E.r ij f; h t C u l V t 1' V r -&- R 1 +..� )2,)wJ+ <r jr 4. �l �Y S C. ef
3,0 . LSt>r l•.1i7 Y]3-[--GGurak A—d, -ru,hc ,
C:�LV Ill
,ofPPz=.. of zd PF- A- �F_'Q or7zo, S'I Z E D
Haestad Methods, Inc_ 37 Brookside Road Waterhurv- CT 06708 (203) 755-I W6
FlowMaster V4.1 b
Page 1 of 1

Culvert CI NEW
Worksheet for Circular Channel
Pra;ect Description
Project File
untitled
Woricsneet
sfgs
Flow Element
Circular Channel
Method
Manning's Formula
Solve For.
Channel Diameter
Input Data
Mennings Coefficient
0.012
Charnel Slope
0.005000 Rift
Depth
2.58 ft
Discharge
34.00 f13/s
Resutts
Diameter
2.58
ft
Flow Area
5.21
fl2
Wetted Perimeter
8.09
It
Top Width
0.00
ft
Critical Depth
1.97
ft
Percent Full
100.00
%
Critical Slope
0.005736 ft/ft
Velocity
6.53
ft/s
Velocity Head
0.66
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maiamum Discharge
36.57
fp/s
Full Flow Capacity
34.00
I'Vis
Full Flow Slope
0.005000 ft/ft
O r C >EY/ST
Dec 11, 1997
14:03:49 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaa er v4.1 b
(2dvi) 755-1666 Page 1 of 1

LIN
Culvert C2
Worksheet for Circular Channel
Project Description
Project File
untitled
Worksheet
sfgs
Flow Element
Circular Channel
Method
Manninn'c FnrmBla
Solve For
Channel Diameter
input Data
Mannings Coefficient
0.012
Channel Slope
0.005000 ft/ft
Depth
1.58 ft
Discharge
9.20 ft3/s
Results
Diameter
1.58
ft
Flow Area
1.95
ftz
Wetted Perimeter
4.96
ft
Top Wid+►.- .
0.00
ft
Critical Dent
1.16
ft
Percent Full
100.00
%
Critical Slope
0.006293 fiJft
Veloci!;
4.71
ffis-
Velocity, Head
0.34
It
Specific Energy
FULL
ft
Froude Number
FILL
Maximum Discharge
9.90
M/s
Full Flow Capacity
9.20
ft3/s
Full Flow Slope
0.005000 f+ift
Dec 12, 1997 FlowMaster v4.1b
10:47:29 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-16M Page 1 of 1

Yllorksfteet for Circular unarine}
_ Project Oascription
Project File
Y:F=tj
;C! M U!
i\iYY �.1i,�4..•
Vif V•iiu{ viiGii it fl.l
Method
iv€anning's Formula
Solve For
Fuil Flow Diameter
input Data
'Aanninu5 Caec"c• lent-
C!nt,a
r-
It n!?enn ft/ft
iiiA.a..IVIY.1
uio,.a iw y..
11�J.Vr1 ��j
Results -
Depth
2.03
ft
Diameter
2.03
ft
C!'I•,Y Area
A7R
rig
IR�ctfs� ��remai�r
r'.3�
sa
Top Width
0.00
ft
Critical Depth
1.52
ft
Percent ruii
100.00
%
Critical Slope
0.005993 Rift
Velocity
5.57
ftis
Velocity Mead
0.48
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
19.:36
fees
Full Flow Capacity
18.00
Reis
Full Flow Slope
0.005000 filft
I
Dec 17, 1997
FiowAnasier v4.i 6
16. 9.37 Haestad Methods, inc. 37 6tookside Road VVatarburv_ C I t`76 W (2M) 756-i666 Page 1 of 1

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