SW8960124_Historical File_19960719

State of North Carolina
Department of Environment,
Health and Natural Resources 4 ae
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
It
July 19, 1996
Mr. Dean Walters, General Manager
Sea Trail Corporation
211 Clubhouse Road
Sunset Beach, North Carolina 28468
Subject: Permit No. SW8 960124
Village on Royal Post Road
High Density Commercial Stormwater Project
Brunswick County
Dear Mr. Walters:
The Wilmington Regional Office received the Stormwater Management Permit Application for Village on Royal Post Road
on January 30, 1996, with final information on July 18, 1996. 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 960124 dated July 19, 1996, for the construction of the project, Village on Royal Post
Road.
This permit shall be effective from the date of issuance until July 19, 2006, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result
in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
ajudicatory hearing upon written request within thirty (30) days following receipt of this permit. This request must be
in the form of a written petition, conforming to Chapter 150B of the 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
[phone].
Sincerely,
Dave Adkins
Regional Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\PERMIT\960124.JUL
cc: Jay Houston, P.E.
Delaney Aycock, Brunswick County Inspections
Beth Easley, New Hanover County Engineering
Linda Lewis
Office
CenNO W
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 960124
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT; HEALTH AND NAT1JRAL 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
Sea Trail Corporation
Village on Royal Post Road
Brunswick County
FOR THE
construction, operation and maintenance of 2 Infiltration Basins 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 July 19, 2006 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater and total impervious
surfaces as described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on
page 3 of this permit, the Project Data Sheet. The stormwater control has been designed to handle the
runoff from the tract for a total of 2.45 acres of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
2

State Stormwater Management Systems
Permit No. SW8 960124
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Village on Royal Post Road, Basin #1
Permit Number: 960124
Location: Brunswick County
Application Date: January 30, 1996
Water Body Receiving Stormwater Runoff: Calabash Creek
Classification of Water Body: "SA"
Chloride sampling results: 68 ppm
Basin #1
Basin #2
Pond Depth:
3 feet
1 foot
Impervious Surfaces Allowed:
190,619 ftz
17,860 ftz
Onsite
87,817 ftz
Ex. Club Villas Ph. III
102,802 ftz
Offsite Area entering Pond:
N/A
N/A
Green Area entering Pond:
75,359 ftz
114,563 ftz
Required Storage Volume:
126,815 ft3
15,932 ft3
Total provided Storage Volume:
146,850 ft3
46,388 ft3
In basin
29,370 ft3
2,537 ft3
Infiltration during storm
117,480 ft3
30,456 ft3
(Per 24 hour period)
Bottom Elevation:
23 MSL
28.5 MSL
Temporary Storage Elevation:
26 MSL
29.5 MSL
SHWT Elevation:
21 MSL
25 MSL
Type of Soil:
Kureb Sand
Kureb Sand
Drawdown Time:
39.2 hours
1.75 hours
3

State Stormwater Management Systems
Permit No. SW8 960124
4. The permittee is responsible for verifying that the proposed built -upon area does not exceed the
allowable built -upon area.
5. The following items will require a modification to the permit:
It
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.
6. 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
charges have been made.
II. SCHEDULE OF COMPLIANCE
The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for it's intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
2. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in it's entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
3. 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.
4

State Stormwater Management Systems
Permit No. SW8 960124
4. This permit shall become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
5. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation
of this perinitted facility, a certification must be received from an appropriate designer for the system
installed certifying that the permitted facility has been installed in accordance with this permit, the
approved plans and specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
6. 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.
III. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a formal permit request must be submitted to the Division of
Water Quality accompanied by an application fee, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be considered on its
merits and may or may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6(a) to 143-215.6(c).
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes,
rules, regulations, or 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 permittee grants DEHNR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for
a permit modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the 19th day of July, 1996.
NQRTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, Jr., P.E. , Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 960124
5

State Stormwater Management Systems
Permit No. SW8 960124
Village on Royal Post Road
Stormwater Permit No. SW8 960124
Brunswick County
Engineer's Certification
1, , 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 specification:
Signature
Registration Number
Date
GI

DIVISION OF ENVIRONMENTAL NIANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERNIIT APPLICATION
I. GENERAL INFOnIATION
1. Project Narne Villaae on Royal Post Road, Section I
2. Location, directions to project (include County, Address, State Road) Attach map.
Sea Trail Plantation, Brunswick County, Sunset Beach, NC, Hwy 179
3.Owner's Name
Sea Trail Corporation
4.OwaWsMailingAddress: 211 Clubhouse Road
Phone [phone]
City. Sunset Beach State NC Zip 28468
5. Nearest Receiving Stream Jinks Creek/Calabash Creek Class SA/SA*
6.Projectdescription Section I consists of 4Mcrlti-Family Buildings with 12 Living Units each,
an Amenity Complex and Associated Parking. Section 2 consists of Roadway and Parking
to accomodate Section 1.
II. PERMIT INFORMATION
1. Permit No.tTo bcfj i,, byDm o Slit) $ C!(pd j ZY— Fee Enclosed $ 38-9. 00
2. PermitType x . : New Renewal Modification (existing Permit No?)
3. Project Type: Low Density Detention X Infiltration Other: Redevelop General Dir Cert
4. Other StateM. ederal Permits/Approvals Required (Gxot appropnate btanha)
CAMA Major Sedimentation/Erosion Control X 404 Permit
W. BUILT UPON AREA (please see NGtC 2Fi1005 the .1007 for appU=bk dcnsiy lftttfts)
Classification
Allowable Impervious Area
Total Project Area
Sect 1 Sect 2
Drainaoe Draizra-e
Basin I Li ELP
SA SA*
0.94 AC. 0.92 -Ac.
3.74 AC. 3.07 Ac.
Proposed Impervious Area 2.01 Ac. 0.44 AC.
% ImRervious Area 53.7 14.3
IV. STORMWATER TREATMENT (Describe how &e .off %itt be treated)
Section 1 - Infiltration Basin
Breakdown -of IMpetvious Area
(please b,dteau betow the design-pervfota area}
Sect 1 Sect 2
Buildings —9764 —9 70T_
Straw 0.83 0.41
Parking/SW 0.23 0.03
ty 0.31 0.00
"Totals 2.01 0.44
Section 2 - Vegetative Swales

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on ail parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. ONVNER'S CERTMCATION
1. Dean A. Walters, General,Manager
certify that the information included on this permit
Mkws prim or type ++une may)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below or firm to submit stormwater plans on my bebalf.
e
VML—�' 1 I (',>
Owner/Authorized Agent Ski, re and friitle WWI
VU. AU MORIZATION gvusrsz couptcrsa)
Person or firms name Houston and Associates, P.A.
2-lailing Address Post Office Box 2927
City Shallotte State NC Zip 28459 phone [phone]
Please submit form to the Regional Office that serves the area that .the project is located, as indicated on
Attachment B.
SA* As previously established for the Frink Patio Home Project, The Chloride
content of Calabash Creek within 0.5 miles of the project is less than
500 mg/1,
cc: A,pplicant/WiRO//Central Piles
Office use onl
SIT R-11 MVIAfER
p E C E 1 V E
JAN 3 01996 D
PROJ # :M I v z ¢

INFILTRATION BASIN ANALYSIS
FILENAME: ERR
DATE: 01-Sep-99 PROJECT #: 960122
PROJECT NAME: Village on Royal Post Road Basin 2
DRAINAGE BASIN: Lumber REVIEWER: arl
RECEIVING STREAM: Calabash River CLASS: SA
Index No.: 15-25-5 If ORW, is site within the 575' AEC?
SITE AREA 6.81 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER idew�-i�
% IMPERVIOUS, I= °
DRAINAGE AREA:
SF
20909 SQUARE FEET
31799 SQUARE FEET
SQUARE FEET
6970 SQUARE FEET
TOTAL ::<,` 8'SQUARE FEET
RV= .05+.009 (I)
ELEVATION OF SEASONAL HIGH WATER TABLE FEET MSL
REPORTED INFILTRATION RATE >:`33>' CF/HR/SF
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area
BOTTOM 28.5 2222 SQUARE FEET
29 2530 SQUARE FEET
30 3189 SQUARE FEET
STORAGE 30.25 3370 SQUARE FEET
VOLUME / DEPTH / DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
DEPTH OF RUNOFF
TIME TO DRAWDOWN
1.5" for SA, 1" for non -SA
CUBIC FEET
CUBIC FEET
FEET
HOURS MUST BE <120
COMMENTS
Volume and drawdown are (not) within Design Requirements.

ATTACHMENT A
LOW DENSITY ANT) SUBDIVISION PROJECTS
GENERAL SU MITTAL REQUIRENV[
1. 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 Iine, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, road cross -sections. proposed impervious areas,
and
3. 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 and gutter will require:
a. Drainage area delineation and Swale locations shown on the plans.
b. Detail of the Swale, showing minimum 5:1 side slope.
C. Velocity calculations, indic�g a noa—=sive flow for the 10 yr storm.
d. inlet and outlet elevations. Maximum Iongitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
DEED RESTRICTION ,FQUMEMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 2.45 ae. including that
of pavement artd the g portFon of the right-of-way bent the edge
froru lot line, chi be covered byr impervious structures, including asps, gravel,
concrete, brick, stone, slate or similar material, not including wood dec/zzng or the water surface oj'swimming
pools. ?his covenant is intended to ensure continued compliance with the stormwater perrrrit issued by the State
of North Carolirut. The covenant may, not be changed or deleted without the consent of I State.
No one may fill in or
crossing. pipe any roadside or lot -line swale, except as necessary to prmzde a minimum driveway
For curb and gutter projects, no on may pipe, fg11 in, or alter arty lot line Swale used to meet North Carolina
Stormw+arer Management Permit requirements.
NOTE and the allowable built -upon area for each lot. If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,

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HOUSMN AND ASSOCS. P.A. FAX [phone] P. 2
Hydrologic and Hydraulic Calculations
for
Ta--A(a '`� ER&S(D (wa ma IRQ01; MmC6
SEA TRAIL CORPORATION
DRUMS M= COUNTX, NORTH CAROLINA
^¢�i j!, : • � "°;� � :.,'C `fir`
STOMWATER
Prepared By
;mUm old Ammo tw, I adL
CONSULTING ER GIRRE S
Shallotte, North Carolina
June 1996
E C E I V E
D
JUN 141996
D E M
PROJ #

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Houston and Associates, P.A.
CONSULTING ENGINEERS
4918 Main Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
SUBJECT S LJ
SHEET NO. OF
CALCULATED BY SQ DATE • ��9�9d
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Houston and Associates, P.A. SUBJECT -
SHEET NO.-C�? OF
CONSULTING ENGINEERS CALCULATED BY DAT
4918 Main --Street Post Office Box 2927 CHECKED BY
Shallotte, North Carolina 28459 [phone] SCALE
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Area I.D.
Drainage
Impervious
Runoff Coef.
Design
Volume
Area
Area
Rainfall
ac.)
(ac.)
(in.)cfs
Al
0.12
0.096
0.77
8
2683.30
A2 1
0.18
0.150
0.80
8
4181.76
A3 1
0.24
0.180
0.73
8
5052. 66
A4
0.31
0.260
0.80
8
7245.48
A5 J
0.35
0.200
0.56
8
5735.40
A6
0.31
0.260
0.80
8
7245.48
A7
0.55
0.460
0.80
8
12821.16
A8
0.38
0.280
0.71
8
7869.84
A9)
(1toll 0.23
I6 - 0.130
0.56
8
3731.64
A100
1.92
0.54
0.30
8
16901.28
Al01
0.32
0.21
0.64
8
5953.20
A102
0.1
0.05
0.50
8
1452.00
A103 G
1.14
0.2
0.21
8
6882.48
A104
0.49
0.49
0.95
8
13518.12
A105
0.62
0.36
0.57
8
10309.20
Al06
0.19
0.13
0.67
8
3673.56
Al07
0.92
0.38
0.42
8
11267.52
Al08
0.2 4
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0.05
8
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TOTAL:
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Shallotte, North Carolina 28459 [phone]
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4918 Main -Street Post Office Box 2927
Shallotte, North Carolina 28459 [phone]
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PROJECT I.D. - SD-10
DESIGN FLOWRATE =
23.-6 CFS
RISER DIAMETER....
0 INCHES.
RISER ELEVATION...
0 FT.
CULVERT DIAMETER...
24 INCHES
CULVERT LENGTH....
140 FT.
INVERT -IN.........
19.63 FT.
INVERT -OUT........
18.5 FT.
TAILWATER ELEVATION... 25 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 .............. 23.06656 FT.
OUTLET CONTROL ............. 28.34608 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-11
DESIGN FLOWRATE = 14.4 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 290 FT.
INVERT -IN......... 23.3 FT.
INVERT -OUT........ 19.63 FT.
TAILWATER ELEVATION... 27 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 .............. 25.20715 FT.
OUTLET CONTROL ............. 29.05567 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-1
DESIGN FLOWRATE = 14.4 CFS
RISER DIAMETER .... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 30 INCHES
CULVERT LENGTH.... 315 FT.
INVERT -IN......... 26 FT.
INVERT -OUT........ 23.3 FT.
TAILWATER ELEVATION... 29 FT.
MANNING'S N VALUE.... .016
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 27.62157 FT.
OUTLET CONTROL ............. 29.7893 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

I
PROJECT I.D. - SD-2
DESIGN FLOWRATE = 11.4 CFS
RISER DIAMETER.... u INCHES.
RISER ELEVATION... 0 FT..
CULVERT DIAMETER... 30 INCHES
CULVERT LENGTH.... 95 FT.
INVERT -IN......... 26.6 FT.
INVERT -OUT......... 26 FT.
TAILWATER ELEVATION... 29.99 FT.
MANNING'S N VALUE.... .016
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 28.08288 FT.
OUTLET CONTROL ............. 30.22702 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-3
DESIGN FLOWRATE = .99 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER, 12 INCHES
CULVERT LENGTH.... 105 FT.
INVERT -IN......... 27.9 FT.
INVERT -OUT........ 26 FT.
TAILWATER ELEVATION... 29.99 FT.
MANNING'S N VALUE.... .011
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 28.4686 FT.
OUTLET CONTROL ............. 30.08515 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-4
DESIGN FLOWRATE = 8.100001 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES
CULVERT LENGTH.... 87 FT.
INVERT -IN......... 27.4 FT.
INVERT -OUT........ 26.6 FT.
TAILWATER ELEVATION... 30.1 FT.
MANNING'S N VALUE.... .013
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLETCONTROL .............. 29.05715 FT.
OUTLET CONTROL ............. 31.10765 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-5
DESIGN FLOWRATE = 6.3 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES
CULVERT LENGTH.... 85 FT.
INVERT -IN......... 28.2 FT.
INVERT -OUT........ 27.4 FT.
TAILWATER ELEVATION... 31.1 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 .............. 29.49877 FT.
OUTLET CONTROL ............. 31.70237 FT.
WEIR FLOW.................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

/A -
PROJECT I.D. - SD-6
DESIGN FLOWRATE =
4.8 CFS
RISER DIAMETER....
0 INCHES.
RISER ELEVATION...
0 FT.
CULVERT DIAMETER...
15 INCHES
CULVERT LENGTH....
100 FT.
INVERT -IN.........
28.7 FT.
INVERT -OUT........
28.2 FT.
TAILWATER ELEVATION...
31.7 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 .............. 29.98557 FT.
OUTLET CONTROL ............. 32.5276 FT.
WEIRFLOW.... .............. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

13
PROJECT I.D. - SD-7
DESIGN FLOWRATE = 2.99 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 70 FT.
INVERT -IN......... 29.4 FT.
INVERT -OUT........ 28.7 FT.
TAILWATER ELEVATION... 32.5 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 .............. 30.28132 FT.
OUTLET CONTROL ............. 32.76631 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-8
DESIGN FLOWRATE = 1.72 CFS
RISER DIAMETER.... u INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 12 INCHES
CULVERT LENGTH.... 67 FT.
INVERT -IN......... 30.1 FT.
INVERT -OUT........ 29.4 FT.
TAILWATER ELEVATION'... 32.8 FT.
MANNING'S N VALUE.... .011
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 30.80708 FT.
OUTLET CONTROL ............. 33.02372 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-9
DESIGN FLOWRATE = .67 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.,
CULVERT DIAMETER... 12 INCHES
CULVERT LENGTH.... 90 FT.
INVERT -IN......... 31 FT.
INVERT -OUT........ 30.1 FT.
TAILWATER ELEVATION... 33 FT.
MANNING'S N VALUE.... .011
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 31.53142 FT.
OUTLET CONTROL ............. 33.03978 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-12
DESIGN FLOWRATE = 2.7 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT,
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 280 FT.
INVERT -IN......... 22.52 FT.
INVERT -OUT........ 21.16 FT.
TAILWATER ELEVATION... 25.8 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 .............. 23.35401 FT.
OUTLET CONTROL ............. 26.33004 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

12
PROJECT I.D. - SD-13
DESIGN FLOWRATE = 2.7 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 105 FT.
INVERT -IN......... 24.46 FT.
INVERT -OUT........ 22.79 FT.
TAILWATER ELEVATION... 26.3 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..........°... 25.29401 FT.
OUTLET CONTROL ............. 26.56931 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. — SD-14
DESIGN FLOWRATE = 7.8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.,
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 40 FT.
INVERT —IN......... 22.18 FT.
INVERT —OUT........ 21.2 FT.
TAILWATER ELEVATION... 25.8 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 .............. 24.5493 FT.
OUTLET CONTROL ............. 27.2393 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

/9
PROJECT I.D. - SD-15
DESIGN FLOWRATE = 6.8 CFS
RISER DIANETER.... G INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 45 FT.
INVERT -IN......... 22.97 FT.
INVERT -OUT........ 22.18 FT.
TAILWATER ELEVATION... 27.2 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 .............. 24.92071 FT.
OUTLET CONTROL ............. 28.34116 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

M
V
PROJECT I.D. - SD-16
DESIGN FLOWRATE = 7.1 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCITES
CULVERT LENGTH.... 85 FT.
INVERT -IN......... 24.46 FT.
INVERT -OUT........ 22.97 FT.
TAILWATER ELEVATION... 28.3 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 .............. 26.53027 FT.
OUTLET CONTROL ............. 29.95618 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-17
DESIGN FLOWRATE = 2.8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER, 10 INCHES
CULVERT LENGTH.... 25 FT.
INVERT -IN......... 28.89 FT.
INVERT -OUT ........ 25 FT.
TAILWATER ELEVATION... 28.3 FT.
MANNING'S N VALUE.... .01
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 30.44459 FT.
OUTLET CONTROL ............. 29.1563 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-18
DESIGN FLOWRATE = 4.8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.,
CULVERT DIAMETER, 15 INCHES
CULVERT LENGTH.... 170 FT.
INVERT -IN......... 27.41 FT.
INVERT -OUT........ 24.4.3 FT.
TAILWATER ELEVATION... 29.9 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.............. 28.69557 FT.
OUTLET CONTROL ............. 31.05722 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

q?-3
PROJECT I.D. - SD-19
DESIGN FLOWRATE = 3.5 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT...
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 95 FT.
INVERT -IN......... 28.06 FT.
INVERT -OUT........ 27.8 FT.
TAILWATER ELEVATION... 31 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 .............. 29.03621 FT.
OUTLET CONTROL ............. 31.4275 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

q.
PROJECT I.D. - SD-20
DESIGN FLOWRATE = 1.6 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT._
CULVERT DIAMETER... 10 INCHES
CULVERT LENGTH.... 85 FT.
INVERT -IN......... 28.51 FT.
INVERT -OUT........ 28.16 FT.
TAILWATER ELEVATION, 31.4. FT.
MANNING'S N VALUE.... .01
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 29.29823 FT.
OUTLET CONTROL ............. 31.86911 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-21
DESIGN FLOWRATE = 1.55 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 10 INCHES
CULVERT LENGTH.... 25 FT.
INVERT -IN......... 28.16 FT.
INVERT -OUT........ 28.1 FT.
TAILWATER ELEVATION... 31.4 FT.
MANNING'S N VALUE.... .01
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL.............. 28.92537 FT.
OUTLET CONTROL ............. 31.6624 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

Houston and Associates, P.A.
CONSULTING ENGINEERS
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Shallotte, North Carolina 28459 [phone]
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�..........
F.. ...... .....
............
..... ..
.

PROJECT I.D. - SD-10
DESIGN FLOWRATE =
23.6 CFS
RISER DIAMETER....
0 INCHES.
RISER ELEVATION...
0 FT.
CULVERT DIAMETER...
24 INCHES
CULVERT LENGTH....
140 FT.
INVERT -IN.........
19.6 FT.
INVERT -OUT........
18.6 FT.
TAILWATER ELEVATION...
22.5 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 .............. 23.03656 FT.
OUTLET CONTROL ............. 25.84608 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-11
DESIGN FLOWRATE = 14.4 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 290 FT.
INVERT -IN......... 23.3 FT.
INVERT -OUT........ 19.63 FT.
TAILWATER ELEVATION... 25.8 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 .............. 25.20715 FT.
OUTLET CONTROL ............. 27.85567 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-1
DESIGN FLOWRATE = 14.4 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT._
CULVERT DIAMETER... 24 INCHES
CULVERT LENGTH.... 315 FT.
INVERT -IN......... 26 FT.
INVERT -OUT........ 23.3 FT.
TAILWATER ELEVATION... 27.8 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 .............. 27.90715 FT.
OUTLET CONTROL............. 29.99066 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-2
DESIGN FLOWRATE = 11.4 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 30 INCHES
CULVERT LENGTH.... 95 FT.
INVERT -IN......... 26.6 FT.
INVERT -OUT........ 26 FT.
TAILWATER ELEVATION... 29.99 FT.
MANNING'S N VALUE.... .016
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 28.08288 FT.
OUTLET CONTROL ............. 30.22702 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-3
DESIGN FLOWRATE = .99 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER, 12 INCHES
CULVERT LENGTH.... 105 FT.
INVERT -IN......... 27.9 FT.
INVERT -OUT........ 26 FT.
TAILWATER ELEVATION... 29.99 FT.
MANNINGRS N VALUE.... .011
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 28.4686 FT.
OUTLET CONTROL ............. 30.08515 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-4
DESIGN FLOWRATE = 8.100001 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES
CULVERT LENGTH.... 87 FT.
INVERT -IN......... 27.4 FT.
INVERT -OUT........ 26.6 FT.
TAILWATER ELEVATION... 30.1 ET.
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 .............. 29.05715 FT.
OUTLET CONTROL ............. 31.10765 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-5
DESIGN FLOWRATE = 6.3 CPS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 18 INCHES
CULVERT LENGTH.... 85 FT.
INVERT -IN......... 28.2 FT.
INVERT -OUT........ 27.4 FT.
TAILWATER ELEVATION... 31.1 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 .............. 29.49877 FT.
OUTLET CONTROL ............. 31.70237 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-6
DESIGN FLOWRATE = 4.8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 100 FT.
INVERT -IN......... 28.7 FT.
INVERT -OUT........ 28.2 FT.
TAILWATER ELEVATION... 31.7 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 .............. 29.98557 FT.
OUTLET CONTROL............. 32.5276 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-7
DESIGN FLOWRATE = 2.99 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 70 FT.
INVERT -IN......... 29.4 FT.
INVERT -OUT........ 28.7 FT.
TAILWATER ELEVATION... 32.5 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 .............. 30.28132 FT.
OUTLET CONTROL ............. 32.76631 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-8
DESIGN FLOWRATE = 1.72 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 12 INCHES
CULVERT LENGTH.... 67 FT.
INVERT -IN......... 30.1 FT.
INVERT -OUT ...... .. 29.4 FT.
TAILWATER ELEVATION... 32.8 FT.
MANNING'S N VALUE.... .011
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 30.80708 FT.
OUTLET CONTROL ............. 33.02372 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-9
DESIGN FLOWRATE = .67 CFS
RISE: DIMIETER .... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 12 INCHES
CULVERT LENGTH.... 90 FT.
INVERT -IN......... 31 FT.
INVERT -OUT........ 30.1 FT.
TAILWATER ELEVATION... 33 FT.
MANNING'S N VALUE.... .011
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 31.53142 FT.
OUTLET CONTROL ............. 33.03978 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-12
DESIGN FLOWRATE = 2.7 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 280 FT.
INVERT -IN......... 22.52 FT.
INVERT -OUT........ 21.16 FT.
TAILWATER ELEVATION... 25.8 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 .............. 23.35401 FT.
OUTLET CONTROL ............. 26.33004 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

4' -
PROJECT I.D. - SD-13
DESIGN FLOWRATE = 2.7 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 105 FT.
INVERT -IN......... 24.46 FT.
INVERT -OUT........ 22.79 FT.
TAILWATER ELEVATION... 26.3 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 .............. 25.29401 FT.
OUTLET CONTROL ............. 26.56931 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-14
DESIGN FLOWRATE = 7.8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 40 FT.
INVERT -IN......... 22.18 FT.
INVERT -OUT........ 21.2 FT.
`i`AILWATER ELEVATION... 25.8 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 .............. 24.5493 FT.
OUTLET CONTROL ............. 27.2393 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-15
DESIGN FLOWRATE = 6.8 CPS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.,
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 45 FT.
INVERT -IN......... 22.97 FT.
INVERT -OUT........ 22.18 FT.
TAILWATER ELEVATION... 27.2 FT.
MANNING'S N VALUE.... .012
INLET CORP. FOR INLET CONTROL.., .6
INLET CORP. FOR OUTLET CONTROL, .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 24.92071 FT.
OUTLET CONTROL ............. 28.34116 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-16
DESIGN FLOWRATE = 7.1 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 85 FT.
INVERT -IN......... 24.46 FT.
INVERT -OUT........ 22.97 FT.
TAILWATER ELEVATION... 28.3 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 .............. 26.53027 FT.
OUTLET CONTROL ............. 29.95618 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT T.D. - SD-17
DESIGN FLOWRATE = 2.8 CPS
RISER DIAMETER..... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 10 INCHES
CULVERT LENGTH.... 25 FT.
INVERT -IN......... 28.89 FT.
INVERT -OUT........ 25 FT.
TAILWATER ELEVATION... 28.3 FT.
MANNING'S N VALUE.... .01
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 30.44459 FT.
OUTLET CONTROL ............. 29.1563 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-18
DESIGN FLOWRATE = 4.8 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER, 15 INCHES
CULVERT LENGTH.... 170 FT.
INVERT -IN......... 27.41 FT.
INVERT -OUT........ 24.43 FT.
TAILWATER ELEVATION... 29.9 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 .............. 28.69557 FT.
OUTLET CONTROL ............. 31.05722 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-19
DESIGN FLOWRATE = 3.5 CFS
RISER DIAMETER.... v INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 15 INCHES
CULVERT LENGTH.... 95 FT.
INVERT -IN......... 28.06 FT.
INVERT -OUT........ 27.8 FT.
TAILWATER ELEVATION... 31 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 .............. 29.03621 FT.
OUTLET CONTROL ............. 31.4275 FT.
WEIRFLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-20
DESIGN FLOWRATE = 1.6 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 10 INCHES
CULVERT LENGTH.... 85 FT.
INVERT -IN......... 28.51 FT.
INVERT -OUT........ 28.16 FT.
TAILWATER ELEVATION, 31.4 FT.
MANNINGfS N VALUE.... .01
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... 5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL .............. 29.29823 FT.
OUTLET CONTROL ............. 31.86911 FT.
WEIR FLOW .................. 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

PROJECT I.D. - SD-21
DESIGN FLOWRATE = 1.55 CFS
RISER DIAMETER.... 0 INCHES.
RISER ELEVATION... 0 FT.
CULVERT DIAMETER... 10 INCHES
CULVERT LENGTH.... 25 FT.
INVERT -IN......... 28.16 FT.
INVERT -OUT........ 28.1 FT.
TAILWATER ELEVATION... 31.4 FT.
MANNING'S N VALUE.... .01
INLET COEF. FOR INLET CONTROL... .6
INLET COEF. FOR OUTLET CONTROL... .5
COMPUTED WATER SURFACE ELEVATION BASED ON:
INLET CONTROL.............. 28.92537 FT.
OUTLET CONTROL ............. 31..6624 FT.
WEIRFLOW ............... , 0 FT.
HIGHEST ELEVATION COMPUTED IS THE ACCEPTED ELEVATION.

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHAI.LO=, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Depart ni%nt of Envir o me nt,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
MAY 17 1996
-........... -..............
117 Pine Street
Post Office Box 2927
Tuesday, May 14, 1996
SIU�M1YATER
p E C E 1 V E
MAY 171996 D
PROJ #&S �&olZ4-
Subject: Sea Trail Plantation
The Village on Royal Post Road (File # SW8 960124)
Club Villas Phase 3 (File # SW8 940213)
Sunset Beach, North Carolina
Resubmittal of Stormwater Plan for Approval
Dear Ms. Lewis:
Enclosed are two sets of revised plans and supplemental calculations in
response to your letter dated May 1, 1996. Corresponding to your numbered
comments, we offer the following:
1. The drawdown calculations for both infiltration basins have been
provided in the supplemental calculations.
2. Calculations based on both 25-year, 24-hour rainfall, and 25-year "Peak
Flow" rainfall are included in the supplemental calculations. The "Peak
Flow" scenario actually requires more storage than the state accepted 24-
hour scenario, therefore explanation of the underlying "Peak Flow"
methodology is not necessary.
3. The proposed contour surface areas for the bottom and the storage
elevations have been added to the Infiltration Data Tables.
4. The 15" C.M.P. between the entrance Swale and Infiltration Basin #2 has
been labeled on Sheets 4 and 7.
5. The outlet structure into Infiltration Basin # 1 was discussed by Mr.
Scott Quaintance and yourself on May 9, 1996. The purpose of our
design should reflect that the existing 24" C.M.P. will be cut and plugged,
with the installation of a catch basin, which will serve as the inlet into
the basin by allowing the stormwater to back up in SD-10.
6. The volume calculations for Infiltration Basin # 1 include the runoff from
The Village - Section 1 and Club Villas Phase 3.

Ms. Lewis Page 2 Sea Trail Plantation
May 14, 1996 The Village on RPR
Club Villas Phase 3
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
►uston, P.E.
and Associates, P.A.
JRH/swq
Enclosures
pc: Mr. Dean Walters, Sea Trail Corporation
File; 95-1045-4 (Village on RPR, Sea Trail)
90-0294A (Club Villas Phase 3)

Jun.14 '96 17:42 HOUSTON AND ASSOCS. P.A. FAX [phone] P. 1
Tetemana (810) i54-6324
FaaskW]Q [phone]
PAGE 1 OF -2 .�.
AT
SUBJECT_ 5gzed
FILE # 9E62 R
]HOUSTON and ASSOCIATES. F.A.
Caaaulting Enoneers
SK LLM77-. NORTH CAROLINA :8459
117 Plne $treat
Post Office scz 292"
DATE: i,
IYzaAtrAmnc
OF; HOUSTON aad A330CIATES. P.A.
AT:-9HALLD=. NO=oLrRA 28439
PHONE [phone]
FAX # [phone]

State of North Carolina
Department of Environment; Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL M &NAGEMMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
May 1, 1996
Mr. Jay Houston, P.E.
Houston and Associates
Post Office Box 2927
Shallotte, North Carolina 28459
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960124
Village on Royal Post Road, Phase I
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received previously requested information for Village on Royal
Post Road, Phase I on April 1, 1996. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. I am still unable to find either the drawdown calculations, or the expected infiltration rate.
2. I do not understand the computation of the volumc for Basin C . The 25 year, 24 hour
storm yields approximately 8" of rain. The State has just adopted a new volume calculation
method, attached, which is less stringent than the Rational Method. By this method, the
volume required to be stored is 58,791 cf. This does not include the existing Club Villas
III area that appears to be collected along with this project. See comment #6 on the next
page.
f 3. Please report the contour surface areas for the bottom and storage elevations for each pond
in the Data Tables.
/4. How does runoff enter Basin #2? There is no pipe labelled between the entrance swale and
the pond.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Houston
May 1, 1996
Stormwater Project No. SW8 960124
5. The detail for the outlet structure from Pond 1 shows a top elevation of 23.0. If the 25 year
storm is stored to elevation 26, then the top of the outlet must be 26 also. Additionally,
according the the pipe summary table, SD-10 has an invert of 18.5, at the outlet structure,
yet the runoff is able to be directed by this pipe into a pond whose bottom elevation is 23?!
How is this possible?
6. Does the volume calculation for Basin #1 include the runoff collected in the existing piped
system from Club Villas Phase III?
7. I have scheduled the week of May 13-17 with Vincent Lewis to investigate all my
infiltration sites. Please flag the locations of the ponds so that we can readily find them.
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 June 1, 1996, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\960124.MAY
cc: Linda Lewis
Central Files
2

State of North Carolina
Department of Environment, Health, and Natural resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
February 21, 1996
Mr. Jay Houston, P.E.
Houston and Associates
Post Office Box 2927
Shallotte, North Carolina 28459
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960124
Village on Royal Post Road, Phase I
Brunswick County .
Dear Mr. Houston:
The Wilmington Regional Office received a Stormwater Management Permit Application for Village
on Royal Post Road, Phase I on January 30, 1996. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
` 1. How will runoff from the back of the buildings and the pool complex building be directed
into the infiltration area? The uronosed contours suggest that anv roof drain leaders nn the -
backside onto will discharge onto the ground and never make it into the pond.
./2. No details for the infiltration area were provided. Please show a cross-section with elevations
and the spillway detail.
Z 3. A signed Operation and Maintenance Plan.
4. Show the proposed contours inside the infiltration area.
5. Add an entrance road detail. Indicate the locations of any curb and gutter for the road and
in the parking area.
/6. The overall built -upon area of the project exceeds the 30 l low density limit, therefore, all
of the impervious surface runoff within the project must be treated even though the project
is split between two drainage basins.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]W4
An Equal Opportunity Affirmative Action Employer

Mr. Houston
February 21, 1996
Stormwater Project No. SW8 960124
----------------------------------------------
7. The system must be shown to draw down the stored volume within 5 days.
8. A soils report is required which indicates the seasonal high water table, the type of soil, and
the expected infiltration rate.
9. The system must demonstrate that the required 2' separation from the SHWT has been
provided.
10. Has the runoff from the grassed areas been accounted for in the pond volume?
11. A 50' vegetated filter is required for the overflow from all infiltration systems. The
vegetated filter is not a swale. Please see the attached detail.
12. The runoff in excess of the design storm must be bypassed around the infiltration basin, and
not allowed to flush pollutants through the system. The spillway you show will not do this
since the runoff enters the pond first, then is allowed to exit the pond over the spillway.
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 21, 1996, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\960124.FEB
cc: Linda Lewis
Centra_1 Files
2

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HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTM, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 Pine Street
Post Office Box 2927
7l iesday, March 26, 1996
REM APR 0
"M NK111
Subject: Sea Trail Plantation WATER
The Village on Royal Post Road (File # SW8 960124)
Club Villas Phase 3 (File # SW8 940213) E C E I V E
Sunset Beach, North Carolina D
Resubmittal of Stormwater Plan for Approval APR 011996
Dear Ms. Lewis:
PROJ # DWg roo/Z4-
Due to inadequate soils, the original location for the infiltration basin
for The Village, Section 1 was found to be unacceptable. In evaluating
alternatives, it was brought to our knowledge that the Club Villas Phase 3
project was also in need of stormwater certification. Therefore, the new design
approach incorporates the existing storm drains from Club Villas Phase 3 and
routes them into a proposed Infiltration Basin # 1. The Infiltration Basin # 1
has been designed to store the 25-year storm from both of the subject projects
and surrounding drainage areas without discharging.
Enclosed are two sets of the revised plans and calculations in response
to your comments dated February 21, 1996. In response to your letter,
respectively, are the following:
1. All rooftop drains shall be directed into catch basins.
2. Cross sections and enlarged plan views of the infiltration basins can be
located on Sheet 7 of 9.
3. A signed Operation and Maintenance Plan is enclosed.
4. Contours for the infiltration basins have been shown.
5. An entrance road detail has been shown on Sheet 9 of 9. Curb and
gutter will be used in all parking areas. The entrance road will not use
curb and gutter at this time.
6. All impervious surface runoff within the project has been accounted for,
including the entrance road located within Section 2.

Ms. Lewis Page 2 Sea Trail Plantation
March 26, 1996 The Village on RPR
Club Villas Phase 3
7. Soil samples have been taken by this office, and the soils are suitable for
drawing down the stored volume within 5 days for Infiltration Basin #2.
The soil samples taken demonstrate that the 0.3 in/hr infiltration rate
required is easily obtainable.
8. The Soil Survey of Brunswick County indicates that the dominate soil is
Kureb. These soils were verified by this office by boring holes in the
locations shown on the stormwater plans and in the Boring Data Table
on Sheet 4 of 9. This soil has a permeability of 6.0 - 20 in/hr.
Therefore, both of the infiltration basins will easily draw down within a 5
day period.
9. See soil sample boring data table on Sheet 4 of 9. It has also been
verified by this office that a greater than 2' separation from the SHWT
has been maintained for both infiltration basins.
10. See attached drainage sub basin map.
11. A 50' vegetated filter has been added at the spillway of Infiltration Basin
#2.
12. The runoff in excess of the design storm has been designed to bypass
Infiltration Basin #2 before entering the basin. Infiltration Basin # 1 has
been designed to store the 25-year storm without discharge.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
Houston, P.E.
)n and Associates, P.A.
JRH/swq
Enclosures
pc: Mr. Dean Walters, Sea Trail Corporation
File; 95-1045-4 (Village on RPR, Sea Trail)
90-0294A (Club Villas Phase 3)

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOT, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 Pine Street
Post Office Box 2927
77uwsday, January 25, 1996
Subject: Sea Trail Plantation
Sunset Beach, North Carolina
Submittal of Stormwater Plan for Approval
Dear Ms. Lewis:
a� c
D E C E I V E
JAN 3 01996
D
PROJ # D Tot
On behalf of Sea Trail Corporation, we are pleased to submit for your
review and approval two copies each of the Stormwater Plans, the hydrologic
and hydraulic calculations and the executed Permit Application forms.
The proposed subject project falls within the high density guidelines.
Enclosed is a check from Sea Trail Corporation in the amount of $385.00 to
cover the required high density application fee.
We appreciate your attention in this matter. Should you or Mr. Greg
Stutts have any comments or require any additional information, please do not
hesitate to contact our office at your convenience.
Sincerely,
JRH/smh
Enclosures
pc: Mr. Dean Walters, Sea Trail Corporation
File; 95-1045-4 (Village on RPR, Sea Trail)
iuston, P.E.
and Associates, P.A.

STORMWAER (E POOL \
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soTrom OF BASIN
^ DErALS \ •�
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FLOOD The Vi11a e
.. - _ - _ - Section
f _ � �_ �r��-T�va�r ens► � ��.._ ���'"� —.
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USE.
132
"PROPOSED WATER NE (TYP)
34
Al INS,
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J Q ®
LEGEND
------- 25-------
EXISTING GRADE
25
PROPOSED GRADE
��I I YID IY II
PROPOSED CULVERT
WITH CATCH BASIN
PROPOSED CULVERT
WITH JUNCTION BOX
aw
56731
PROPOSED SPOT ELEVATION
TOP CURB
s.:
T OM CURB
PROPOSED SPOT ELEVATION AT CURB
TQP GRATE
•4
CUNT
INVECULVERT
PROPOSED CATCH BASIN ELEVATIONS
1DENTIFICATION LABEL
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STORM DRAIN TO PASS UNDEREMSTM SEWER COLLECTION
C LINE. IF PROIX" ARISES
Zya �
�6 1 �V ` '+ /� \ ♦ Z., ApQ / 1� xi+' "°.ij/ .3»e ypw;q. W77)'.A rr'➢i7/J OFFT—P �.s `,.� ""'"® _... ''.'^� d V/ ®, �°
.' ! t / r \ -------
APR 011996
le 2
M27-- ! ,/ ♦ \ � -o ,\:,,_7 rt<{ . > # ll ter,,,. M
PROJ #
,�
Boring Data Fable a
ftRft
#1 0-5219White Sand
52-72" n. Browto Tannish Orange Sand
/`\�''� ~'� `y \•`�.m �'-,� i° / `� No Water Present 0 72
2 0-2 `SLOPE\ �� .^.. ,�
� _ / -« \ f f � _--- Light Wft i t e Sand
\ .. No Water Present 0 72
3 0-181, Grey Sand
'N\ 18-7 2 White Sand
Zc No Water Present @ 72"
#4 0-10" Brownish Greg Sand
a 10-72', Tan Sand Becorni n lighter with depth)
INFILTRATIO � ova `•
BASIN # 1 °�
�, No Water Present ?2
BOTit3Ni OF BASIN \ \: � `#5 Eo
Block l
Clumpy
23.o r lk% BMW 13 EESEEBFOR 1NES' 1 22-36 hte—Gre Sand
25 BA C TAILS 36-58tOrange Sand
26.0' M$L 58-724 Ton/Yellowish Sand
No Water
Present 0 7.2"
!fi 0--18'` Block Fine
18--48 Grey —White Sand31 � 48--72 �' Orange Sand
ra AW No Water Present 0 7.2" E �/ E
_�
_- D
APR 011996
2-5
sue
W $ �001 r..A' 4—
PROD #
C 0 25 50 100 200
/' ' ' - % • ALL ROOFTOP DRAINAGE SHALL BE
DIRECTED INTO CATCH: BASINS.
2• ?OIKLIthEt.- Off' QA-?Ef2,. 0.0
�i , A geC-4 Duct tt•4 4� 14 SCALE: 1 "— 50'
t a
/-,d. {)