SW8941203_HISTORICAL FILE_19950110

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 q4 IZ O 3
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
(QqS Cf 10
YYYYMMDD

Suite ol-Nordl Carolina
Department: of Environment; Health, and Natural Resources
NNrilmintgou Rcooual Office
James 13. Hunt,Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT 13ob Jamieson
JonalJtw B. Howes, Senctauy WA'ITR QUALr1Y SE( —PION Regional Ma4ager
Janus, 10, 1995
Mr. Robert 13. McHenry, R.L.S., Agent
Harbour Development. Corporation & Homcr Wrighl, Jr., lne.
Post Office I3ox ,f33
Long Beach, North Carolina 28,165
SulijecC CERTIFICATION OF COMPLIANCE
%Nadi Stonnwatcr Regulations
Stornnwater Project No. SW8 9,11203
n St.,jaucs by the Sea Subdivision wad Beach Club
13n)nswick County
Dew. Mr. McHenry:
This Certification is pursuant to the application for St.,jamcs by the Sca Subdivision and Beach Club received
on December 5, 1994, with additional information received on December 27, 1994. Staff rcNiew of lie
project plans and specifications has determined that (lie stonmrder control system as proposed for St. Jauncs
by the Sea Subdivision and Beach Club w ll comply with the Slormwatcr Rcfntla6ons set fork in 'Mlle 15A
NCAC 21-1.1003(i). The runoff from 127,631 square feel of impenious area will be treated in a detention
pond sized to achieve 90% reduction in Total Suspended Solids. L''ach of the 22 lots in the subdivision is
restricted to ,1,000 square fectof built -upon area.
Any Inodificauon of talc plats submitted to and approved by this Office or further development of dais site
regardless of the fact, that lie modification may be less than I acre, will require an additional Slormwatcr
Submittal/Modification and approval prior to initiation of construction. Modifications include but are not
limited to; project nalne changes, (ransferof omiership, redesign of built:upon surfaces, addition of' built -upon
surfaces, redesign or furdlcr sid)(IMsion of the projectauca.
This Certification shall be ellecuve from the date of issuance until rescinded. The project shall be
constructed and maun(ained in accordance Willi late plans and specifications approved by die Wilmington
Regional 011ice. This Ccr6 ication does not supersede any other permit or approval. The developer is
responsible for obtvning any and all permits mid approvals necessat}, for die development of dus project.
This could include tie Division of Coastal Management under CAMA requirements, die Division of
Environmental Management under Wctlau)d 401 Wafer Quality Certification and/or a Dredge aid Fill Permit
aid/or a Sewer Extension/Collection Permit, U.S. Army Corps of Engineers 404 Wetlaid Pcrmit, NPDES
Stommater Pcrmit if disturbing five acres or more, local County or Town Agcucy permits under their local
ordinances, or others that may be required.
127 C, rcIinal I)ri,,c Extension, Nilnunyion, N.C. 28405-384,5 • Tcleplu me 910-3953900 • Fa¢ 910-350-200�1
An Equal Cppomuuty Alrimmdw Amon 1 'mploycr

Mr. McHenry
January 10, 1995
Stonnwatcr Project No. S\N8 9,11203
A professional engineer must. certify dui the storrnwatcr system has been installed in accordance iiith
the approved pins and specifications upon completion of consunction. The attached certification should be
received by this Office within 30 clays of completion of consuruction.
The detention pond must be constructed in it's entirety, operational for it's intended Ilse, and
perinvncnlly vegetaled prior to the consunclion of any impervious surfaces proposed as a part of die project,
except roads.
If you have any questions concerning this matter, please call Ms. Linda Umis or me at (91M 39.50900.
Sincerely,
Dave Adkins
`.'later Quality Supervisor
DA/,u I:S:\WQS\S'I'OI2M\l'A'1\CER'1'IFIC\9,11203 JAN
cc: Jay Houslon, P.E.
Delaney Aycock, Brunswick County Inspections
Bradley Bennett
I.M L,(: &
WilLningnon Rcgrional Office
Central Files

DIVISION OP ENVIRONMENTAI, MANAGEMENT
PROJECT DATA
Project Name: St. J.uics by the Sea SubdMsion and Beach Club
Prgjecl. Number: SW8 941203
Location: Brunswick Coumq-
Applicant: Mr. Robed B. McHenry, Agent
M,uling Address Harbour Development Coporation & Homer Wright, jr., Inc.
Post Office Box 433
Long Beach, North Carolina 28465
SmbMilGil Date: December 5, 1994.
Water Body Receiving Stormwater Runoff- Dims Ciuia
Classification ofAVatcr Body: "SC"
If Class SA, chloride s.unplingresults: N/A
Pond Depth: 4.5 feet
Penmulent Pool Elevation: 5.5 MSL
Tool Impervious Surfaces Allowed: 127,631 squue livet
011site Area entering Pond: 0 square feet
Green Area entering Pond: 112,096 squai-e feet
Required Surfacc Area: 10,036 square feet.
Provided Surface Arca: 11,200 square feel
Required Storage Volume: 12,000 cubic feet
Provded Storage Volume: 12,000 cubic lect
'I'cmporvy Storage hlevation: 6.5 MSL
Controlling Orifice Type/Di.mider: 1.75" pipe

WET DETEN'rION POND EVALUATION
I.Yes No The design storage is for the runoll, from all impenious surfaces resulting from 1-inch of
rainfall amd is located above die permanent pool.
2.Yes No The perurulcnt pool is desipled for 90% total suspended solid CBS) removal. Therefore, no
vegetative liltcr is required.
3.Yes No Tlie ruloll, col npletcly draws down to die permanent. pool in 5 days, but not less than 2 days.
,l.Ycs No The mcuh depth of the permanent pool is a minimum of'3 feet.
S.Yes No The inlet su-uclure is designed to minimise hu'bhdence uul short circuiting.
6.Yes No An appropriate operation and maintenance pltuh has been provided for die system.
7.Yes No THIS PROJECT' MEETS THF, STORM\VATER CONTROL REQUIREMENTS OF
15A NCAC 2H.1003 (g), (i), (k), and (1) (For Yes, I through 7 must all be highlighted Yes)
Bhicl' Eapluhation: This detention pond is designed to remove 90% total suspended solids tt?dtout die aide of
a vegetative liltcr.
DIVISION OF ENVIRONMENTAL MANAGEME.N'F SIGN -OFF
Wilmington Rcldonal Office
Dade Individual Evaduadng Fonn/Plans
Date Regional Water Quality Supervisor
cc: Applic ut/Bradley lei nctt/u-l/WiRO/CF
St.Juries by the Sea Subdivision aid Beach Club
Brunswick County
Stommater Project. No. SW8 941203

Engineers Certification
11 ___ _ __________- as a duly rcflstercd Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of tie
project,
(I'roject)
for ___ __ (Project_ Owner) hereby stale drat, to lie best of Illy abilities,
due caue amd diligence was used in die observation of the project construction such Ihat lie construction was
observed to be built. within subs�mlial compli,mce aIld intent of the approved plains and specifications.
Siplature
Reostration Number
Date

DETENTION POND ANALYSIS
FILE NAME: S:\WQS\POND\941203.WK1
PROJECT #: 941203 REVIEWER:ARL
PROJECT NAME: ST JAMES BY THE SEA & CLUBHOUSE DATE: 09—Jan-95
Drainage Basin: DAVIS CANAL Classification SC Chlorides: N/A
Site Area 271750 square feet
Drainage Area 239580 square feet
Area in Acres 5.5 acres
IMPERVIOUS AREA
Runoff Coefficient
Buildings 61173 1 Adjusted SA 61173
Concrete 31644 0.95 Adjusted SA 30061.8
Asphalt 34667 0.95 Adjusted SA 32933.65
TOTAL 127484' square feet TOTAL 124168.4
% IMPERVIOUS 53.21 % Pond Depth: 4.5 TSS: 90
SURFACE AREA CALCULATION
SA/DA 4.189%
Req. SA 10036.08J square feet
Prov. SA.112001 square feet
VOLUME CALCULATION
Req. Volume 12215.6375 cubic feet
Prov. Volume 12100i.. cubic feet
ORIFICE CALCULATION
Flowrate 02 0.07002314 Area
Flowrate Q5 0.02800925 Area
Engineer uses 1.75 Inches
[From plan Contours]
[From plan Contours]
2.961590 Diameter 2
1.184636 Diameter 5
COMMENTS
VOLUME IS DEFICIENT, BUT WITHIN 5%. DIFFERENCE IS DUE TO ENGINEER APPLYING
UNIFORM RUNOFF COEFFICIENT OF .95 TO ALL IMPERVIOUS AREAS.

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORrH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
DEC Z 7 W4 J
Ms. Linda Lewis
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
4918 Main Street
Post Office Box 2927
Thursday, December 22, 1994
u'Hill
�1 DEC 271994 U
DEIVI
so.1• � Sw8 R��Zp3 -
Subject: St. James by the Sea & St. James Beach Club
Revised Stormwater Plan Submittal
Dear Ms. Lewis:
The subject stormwater plan has been revised to be in conformance
with your letter to us dated December 7, 1994. Specifically, all runoff from
built -upon areas is now being directed through the stormwater pond, rather
than a portion of the runoff being diverted "around" the stormwater pond.
The proposed storm drains labeled SD-1 on the original plans have been
eliminated, and the other proposed storm drains have been relabeled.
As a result of this revised approach, the design peak (Q10) flowrate
reaching the existing parallel 18-inch culverts (C-A) under 71st Street has
been significantly reduced. This means that the culverts do not have to be
replaced with 24-inch culverts. To account for the higher peak flowrates
now entering the stormwater pond, however, culverts relabeled as SD-1 and
SD-2 have been increased in number and size. Further, as a result of
Increasing the size of SD-2, an 'interceptor" junction box has to be
constructed at the intersection of SD-2 and C-B.
Three copies of the revised plans, revised calculations, and Operation
and Maintenance plan are enclosed for your review. Due to the changes in
hydrologic and hydraulic characteristics of the project, we are also sending
two copies of the revised plans and calculations to Mr. Dan Sams, P.E.

Ms. Linda Lewis Page 2 St. James by the Sea
December 22, 1994 Revised SW Plan
Your attention to this matter is appreciated. Should you require any
additional information, or have any comments, please contact our office.
Sincerely,
Houston, P.E.
>n and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. John Atkinson, St. James Plantation
Mr. Robert B. McHenry, Sr., Harbor Development Corp.
Mr. Dan Sams, P.E., NCDEHNR
File; 93-0781Y (St. James by the Sea)
92-0781R (St. James Beach Club)

F.L
Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
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Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
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0
PROJECT I.D. - EXISTING DUAL 18-INCH C-A
DESIGN FLOWRATE = 3 CPS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES
CULVERT LENGTH.... 60 FT.
INVERT -IN..":...:. 5.3 FT.
INVERT -OUT........ 5.3 FT.
TAILWATER ELEVATION... 6.8 FT.
MANNING'S N VALUE.... .013
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 6.174437 FT.
OUTLET CONTROL ............. 6.91618 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPT13D ELEVATION.

0
PROJECT`I.D. - PROPOSED SD-1
DESIGN FLOWRATE = 9.5 CFS X 2
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES C
CULVERT LENGTH.... 54 FT.
INVERT -IN......... 3.9 FT.
INVERT -OUT........ 3 FT.
TAILWATER ELEVATION... 6.9 FT.
MANNING'S N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 5.294821 FT.
OUTLET CONTROL ............. 7.240103 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

7
PROJECT'I.D. - PROPOSED SD-2
DESIGN FLOWRATE = 9.5 CFS K 2 = q car �Q of
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 65 FT.
INVERT -IN......... 4.5 FT.
INVERT -OUT........ 4 FT.
TAILWATER ELEVATION... 7.24 FT.
MANNING'S N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 5.89482 FT.
OUTLET CONTROL ............. 7.605952 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJEC`irI.D. — PROPOSED SD-3
DESIGN FLOWRATE = 9 CFS A 2 18 cFi �Q o7
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES <�— dial piper rcquir�d
CULVERT LENGTH.... 45 FT.
INVERT —IN......... 4.8 FT.
INVERT —OUT........ 4.6 FT.
TAILWATER ELEVATION... 7.6 FT.
MANNING'S N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 6.154354 FT.
OUTLET CONTROL ............. 7.886262 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
December 7, 1994
Mr. Jay Houston, P.E.
Houston and Associates
Post Office Box 2927
Shallotte, North Carolina 28459
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 941203
St. James By -the -Sea and Beach Clubhouse
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received a Stormwater Submittal for the St. James By -the -Sea
and Beach Clubhouse on December 5, 1994. A preliminary review of that information has determined
that the submittal for the subject project is not complete. The following information is needed to continue
the stormwater review:
1. CB-1 double 24” pipes will allow runoff to bypass the pond. This is not allowed. All
runoff must enter the pond and discharge through the outlet structure. If the pond was an
infiltration pond, CB-1 would be acceptable, since bypassing of runoff after reaching the
storage elevation is required.
2. You have used a runoff coefficient of .95 for all impervious surfaces, including the roofs.
This has resulted in a deficient volume, however it is within 5 %. We discussed the use
of a runoff coefficient of 1.0 for roofs in the past. In the future, please break down your
volume calculation by surface, so that a more accurate volume calculation can be made.
If you wish to apply a single coefficient to your entire impervious area, use 1. That way,
the volume you calculate will be more than is required, and the pond will be adequately
sized.
3. A signed and notarized Operation and Maintenance Plan for the stormwater controls.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Houston
December 7, 1994
Stormwater Project No. SW8 941203
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 January 7, 1995, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
I
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\941203.DEC
cc: (2) Linda Lewis
Central Files
2

Project Name:
Responsible Party:
POND MAWTENANCE REQUnUffv ENTS
z:
Phone No.
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the dmwdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DEM personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash wilt be cleared from basin grates, basin bottoms, and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting, riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
M. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 % of original
design depth or 3 feet whichever is greater, sediment will be removed to at least the
original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary.

POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the system will be checked for clogging. The source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements:
I, , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as part of the Certification of Compliance with Stormwater Regulations received for this project.
Signature:
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of , 19_, and acknowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
My commission expires
DA/arl: S:\WQS\STORMWAT\FORMS\O&M-POND. FOR

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HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALL TrE, NORTH CAROUNA 28459
Telephone [phone] Main Street
Facsimile [phone] L5 @ 1 �� / D Post Office Box 2927
D
DEC 0 5 1994
Thursday, December 1. 1994
...........................
Ms. Linda Lewis
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: St. James by the Sea & St. James Beach Club
Stormwater Plan Submittal
Dear Ms. Lewis:
nEC 0 5 1994
D. E IVI
cnoJ # sloe 941ZU3
On behalf of Harbor Development Corporation, we are pleased to submit
for your review and approval three sets each of the following documents in
support of our application for stormwater plan approval for the subject
project:
1. plans demonstrating an engineered solution for collection and
treatment of stormwater;
2, executed and notarized DEM submittal form; and.
3. stormwater and erosion control calculations.
Your attention to this matter is appreciated. Should you require any
additional information, or have any comments, please contact our office.
Sincerely,
Houston, P.E.
on and Associates, P.A.
JRH/dmc
Enclosures
pc: Mr. John Atkinson, St. James Plantation
Mr. Robert B. McHenry, Sr., Harbor Development Corp.
File; 93-0781Y (St. James by the Sea)
92-0781R (St. James Beach Club)

JOB C S L., 4f
SUBJECT S W
B-.ouston and Associates, P.A. SHEET NO. 2 OF
CONSULTING ENGINEERS CALCULATED BY 'j�2c—DATE
a
491.8 Main Street Post Office I3ox 2927 CHECKED BY DATE
Shallotte, North Carolina 28459 [phone] SCALE

'Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
JOB
SUBJECT � W
SHEET NO. 3 OF
CALCULATED BY ` +K DATE 11
,41191,
CHECKED BY DATE
SCALE

'Houston and Associates, P.A.
CONSULTING ENGINEERS
491.8 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
JOB,
SUBJECT
SHEET NO. Lt- OF
CALCULATED BY DATE�� 94
CHECKED BY DATE
SCALE
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0
PROJECT'I.D.
DESIGN FLOWRATE = 12.5 CFS K
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES > 2
CULVERT LENGTH.... 60 FT.
INVERT -IN......... 5.3 FT.
INVERT -OUT........ 5.3 FT.
TAILWATER ELEVATION... 6.8 FT.
MANNING'S N VALUE.... .013
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 8.210365 FT. _
OUTLET CONTROL ............. 8.817017 FT. boo 5� C LT
WEIR FLOW .................. 0 FT. %� 2 - 2'•
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

0
PROJECT I.D. -
DESIGN FLOWRATE = 12.5 CFS K 2 = 2 GvCS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES X 2
CULVERT LENGTH.... 60 FT..
INVERT -IN......... 5.3 FT.
INVERT -OUT........ 5.3 FT.
TAILWATER ELEVATION... 6.8 FT.
MANNING'S N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
CQ 161
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 6.983554 FT.
OUTLET CONTROL ............. 7.413231 FT.'�--,-
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

E
PROJECT I.D.
DESIGN FLOWRATE = 10 CFS X 2
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 130 FT.
INVERT -IN......... 4.5 FT.
INVERT -OUT........ 4.2 FT.
TAILWATER ELEVATION... 7.4 FT.
MANNING'$ N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
c 2.0 C ICI CQ, o>
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 5.937475 FT.
OUTLET CONTROL ............. 7.974738 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.
.�,4

PROJECT I.D.
DESIGN FLOWRATE = 9 CFS 9 2 = /8 Cyr (Q,d)
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 45 FT,
INVERT -IN......... 4.8 FT.
INVERT -OUT........ 4.6 FT.
TAILWATER ELEVATION... 8 FT.
MANNING'S N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 6.154354 FT.
OUTLET CONTROL ............. 8.286261 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

d
PROJECT I.D.
DESIGN FLOWRATE = 3.3 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 70 FT-.
INVERT -IN......... 2.7 FT.
INVERT -OUT........ 2.5 FT.
TAILWATER ELEVATION... 5.8 FT.
MANNING'S N VALUE.... .012
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 3.63722 FT.
OUTLET CONTROL ............. 6.124398 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D.
DESIGN
FLOWRATE =
3.3
CFS
RISER
DIAMETER....
0
INCHES.
RISER
ELEVATION...
0
FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 55 FT -
INVERT -IN ......... 2.4 FT.
INVERT -OUT........ 2.2 FT.
TAILWATER ELEVATION... 5.5 FT.
MANNING'S N VALUE.... .012
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 3.33722 FT.
OUTLET CONTROL ............. 5.791012 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. -
DESIGN FLOWRATE = 2.7 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES
CULVERT LENGTH.... 250 F•T.
INVERT -IN......... 3.9 FT.
INVERT -OUT........ 3.9 FT.
TAILWATER ELEVATION... 7.9 FT.
MANNING'S N VALUE.... .013
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 4.750794 FT.
OUTLET CONTROL ............. 8.11975 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D.
Cpr;q,.".. C-Z
i�
c 1," � ; ,...Je Ic)
DESIGN FLOWRATE = 2.7 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 50 FT.
INVERT -IN......... 5.5 FT.
INVERT -OUT........ 5 FT.
TAILWATER ELEVATION... 8.2 FT.
MANNING'S N VALUE.... .012
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 6.334007 FT.
OUTLET CONTROL ............. 8.38736 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
JOB SJ L '72 Sr
SUBJECT U/
SHEET NO. 1-5' OF -
CALCULATED BY� DATE I �Z %/4
CHECKED BY DATE
SCALE
.......... ....i.......
.........i........;...;-
........................................... ................f .....

Houston and Associates, P.A.
CONSULTING ENGINEERS
491.8 Alain Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
JOB S S
SUBJECT SWT—
SHEETNO. // OF
CALCULATED BY qV=:e. DATE 11
CHECKED BY DATE
SCALE
L......;.... i.... j........i....... {.... i---
............ .......` .......................-
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FLOWRATE: 9.136293 CFS
CHANNEL SHAPE: TRIANGULAR
MANNINGS N VALUE: .02
SLOPE OF CHANNEL BOTTOM:
SLOPE OF CHANNEL BANKS: .0625
DEPTH OF FLOW: .486 FT.
.. VELOCITY: 2.417562 FPS
....---.
...........
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PROJECT I. D . -
DESIGN FLOWRATE = 8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 203 FT.
INVERT -IN......... 5.8 FT.
INVERT -OUT........ 4.9 FT.
TAILWATER ELEVATION... 8.3 FT.
MANNING'S N VALUE.... .015
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 7.079984 FT.
OUTLET CONTROL ............. 8.789484 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D.
DESIGN FLOWRATE = 3.9 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 230 FT.
INVERT -IN......... 8.5 FT.
INVERT -OUT........ 5.9 FT.
TAILWATER ELEVATION... 8.8 FT.
MANNING'S N VALUE.... .012
INLET
COEF.
FOR
INLET CONTROL...
.6
INLET
COEF.
FOR
OUTLET CONTROL...
.5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 9.561075 FT.
OUTLET CONTROL ............. 9.750462 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

•Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
JOB -
SUBJECT
SHEET NO.
OF
CALCULATED BY
DATE_/1��_
CHECKED BY
DATE
SCALE

00
'ST'.' FAMES BY THE SEA
DMC :11/16/94
VOLUME OF RUNOFF FROM 1 INCH RAINFALL: 12000 CF
STORM WATER REALEASE METHOD: ORIFICE
ELEVATION OF NORMAL POOL (BOTTOM OF ORIFICE): 5.5 FT. MSL
DIAMETER OF ORIFICE: 1.75 IN.
AVERAGE SURFACE AREA OF POND BETWEEN
NORMAL POOL AND TOP OF RISER: 12000 SQ. FT.
ELEVATION OF POOL AT DESIGN STORAGE: 6.5 FT. MSL
TIME INCREMENT FOR ROUTING:, 2 HR.
TIME
ELEV.
HEAD
FLOWRATE TYPE FLOW VOLUME
END ELEV
0
6.5 1 8.038544E-02
ORIFICE 578.7751 6.451769
2
6.451769
.9517689
7.842295E-02 ORIFICE 564.6451
6.404715
4
6.404715
.9047151
7.645983E-02 ORIFICE 550.5108
6.358839
6
6.358839
.8588391
7.449606E-02 ORIFICE 536.3716
6.314142
8
6.314142
.8141413
7.253161E-02 ORIFICE 522.2276
6.270623
10
6.270623
.7706223
7.056644E-02 ORIFI:CE 508.0784
6.228283
12
6.228283
.7282825
6.860051E-02 ORIFI:CE 493.9237
6.187123
14
6.187123
.6871224
6.663378E-02 ORIFI:CE 479.7633
6.147142
16
6.147142
.647142
6.466618E-02 ORIFICE 465.5965
6.108342
18
6.108342
.6083422
6.269766E-02 ORIFICE 451.4232
6.070724
20
6.070724
.5707236
.0607282 ORIFICE 437.243 6.034287
22
6.034287
.5342865
5.875767E-02 ORIFICE 423.0552
5.999032
24
5.999032
.499032
5.678606E-02 ORIFICE 408.8596
5.96496
26
5.96496
.4649601
5.481321E-02 ORIFICE 394.6551
5.932072
28
5.932072
.4320722
5.283913E-02 ORIFICE 380:4417
5.900369
30
5.900369
.4003687
5.086365E-02 ORIFICE 366.2183
5.86985
32
5.86985
.3698502
4.888666E-02 ORIFICE 351.9839
5.840518
34
5.840518
.340518
4.690806E-02 ORIFICE 337.738
5.812373
36
5.812373
.3123732
4.492772E-02 ORIFICE 323.4796
5.785417
38
5.785417
.2854166
4.294544E-02 ORIFICE 309.2072
5.75965
40
5.75965
.2596493
4.096104E-02 ORIFICE 294.9195
5.735073

21
42,
- 5•.735073
.2350726 3.897431E-02 ORIF:ICE 280.6151 5.711688
44
5.711688
.2116881 ..036985 ORIFICE 266.292
5.689497
46
5.689497
.189497 .0349928 ORIFICE 251.9481
5.668502
48
5.668502
.1685014 3.299736E-02 ORIFICE 237.581
5.648703
50
5.648703
.1487026 3.099822E-02 ORIFICE 223.1872
5.630104
52
5.630104
.1301036 2.899493E-02 ORIFICE 208.7635
5.612707
54
5.612707
.1127067 2.698686E-02 ORIFICE 194.3053
5.596515
56
5.596515
.0965147 .0249732 ORIFICE 179.807
5.581531
58
5.581531
8.153057E-02 2.295291E-02 ORIFICE
165.2609 5.567759
60
5.567759
6.775856E-02 2.092471E-02 ORIFICE
150.6579 5.555204
62
5.555204
5.520344E-02 1.888689E-02 ORIFICE
135.9856 5.543872
64
5.543872
4.387141E-02 1.683714E-02 ORIFICE
121.2274 5.533769
66
5.533769
3.376913E-02 1.477193E-02 ORIFICE
106.3579 5.524906
68
5.524906
2.490616E-02 1.268618E-02 ORIFICE
91.34049 5.517295
70
5.517295
1.729441E-02 1.057135E-02 ORIFICE
76.11369 5.510952
72
5.510952
1.095152E-02 8.412298E-03 ORIFICE
60.56854 5.505904
74
5.505904
5.904198E-03 6.17672E-03 ORIFICE
44.47238 5.502198
76
5.502198
2.198219E-03 3.768885E-03 ORIFICE
27.13598 5.499937

"ll
.' H.0'u.ston. and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office I3ox 2927
Shallotte, North Carolina 28459 [phone]
.:....:....:....:........:....:.
SUBJECT S W
SHEET NO. 2(Z OF
CALCULATED BY DATF 11 / /S1 IL,
CHECKED BY DATE
SCALE
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Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
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Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
JOB �,7 4 4, S a
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SHEET NO. 214 OF
CALCULATED BY� DATE
CHECKED BY DATE
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