SW8910805_HISTORICAL FILE_20050908

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 q I Dg OS
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
200 5 oq O $
YYYYMMDD

�QF \NArF90 Michael F. Easley, Governor
vWilliam G. Ross, Jr., Secretary
r- North Carolina Department of Environment and Natural Resources
ti
Alan W. Klimek, P.E. Director
Division of Water Quality
September 8, 2005
Teddy Russell, Chairperson - Building Committee
Seaside United Methodist Church
1600 Seaside Road, SW
Sunset Beach, NC 28468
Subject: Stormwater Permit No. SW8 910805 Modification
Seaside United Methodist Church
High Density Project
Brunswick County
Dear Mr. Russell:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Seaside United Methodist Church on September 6, 2005. 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 910805 Modification dated September 6, 2005, for the construction of the subject project.
This permit shall be effective from the date of issuance until September 6, 2015, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Robert Gordon, or me at [phone].
ma
a
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/rdg: S:\WQS\STORMWAT\PERMIT\910805Mod.aug05
cc: Howard Resnik, Coastal Site Design
Delaney Aycock, Brunswick County Building Inspections
Robert Gordon
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service 1 -877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.em.state.nc.us
An Equal Opportunity/Affirmative Action Employer —50%Recycled/10%Post Consumer Paper
NorthCarolina
naturally
4,

State Stormwater Management Systems
Permit No. SW8 910805mod
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
Mr. Teddy Russell & Seaside United Methodist Church
Seaside United Methodist Church
Brunswick County
FOR THE
construction, operation and maintenance of an infiltration basin 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 September 6, 2015, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
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 in Section 1.6 and 1.7 on pages 3 & 4 of this permit. The
stormwater controls have been designed to handle the runoff from 164,534
square feet of impervious area. This basins and pond must each be operated
with a 50 ft vegetated filter.
3. The tract will be limited to the amount of built -upon area indicated on pages 3 &
4 of this permit, and per approved plans. The built -upon area available for future
development draining to infiltration basin #2 is 26,230 square feet. There is no
built -upon area available for future development draining to the pond or
infiltration basin #1 under this permit.
All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 910805mod
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
The following design criteria have been permitted for the infiltration basins and
must be maintained at design condition:
Units
Infiltration Basin 1 >
Infiltration Basin
Drainage Area
Onsite
Off -Site
Acres
ft
ft2
0.21
8,996
0
1.32
57,584
0
Total Impervious Surfaces
Buildings
Parking
Sidewalks
Future
ft2
2,812
0
2,700
112
0
45,740
17,362
0
2,148
26,230
Design Storm
inches
1.5
1.5
Basin Depth
feet
0.5
0.9
Bottom Elevation
FMSL
30.0
26.5
Bottom Surface Area
ftZ
1,416
5,339
Bypass Weir Elevation
FMSL
30.5
27.4
Permitted Storage Volume
W
809
5,546
Type of Soil
Murville
Murville
Expected Infiltration Rate
in/hr
12
12
Seasonal High Water Table
FMSL
28.0
24.4
Time to Draw Down
hours
0.3
1.0
Receiving Stream
Calabash River
Calabash River
River Basin
Lumber
Lumber
Stream Index Number
15-25-13
15-25-13
Classification of Water Body
SA;HOW
SA;HOW
7. The following design criteria have been permitted for the wet detention pond and
must be maintained at design condition:
..
Units
Wet Detention Pond;
Drainage Area
Acres
2.78
Onsite
ft
121,000
Off -Site
ftZ
0
Total Impervious Surfaces
115,982
Buildings
37,362
Parking
ftz
78,620
Sidewalks
0
Future
0
Design Storm
inches
1
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 910805mod
Units
Wet Detentiori Pond
Pond Depth
feet
5
Permanent Pool Elevation
FMSL
24.0
Permanent Pool Surface Area
ft2
3,585
Permitted Storage Volume
W
14,578
Temporary Storage Elevation
FMSL
26.5
Controlling Orifice
0 pipe
1
Receiving Stream
Calabash River
River Basin
Lumber
Stream Index Number
15-25-13
Classification of Water Body
SA;HQW
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin.9 and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. For the infiltration basins, debris removal and unclogging of bypass
structure, infiltration media, flow spreader, catch basins, piping and
vegetated filter.
g. A clear access path to the bypass structure of the infiltration basins must
be available at all times.
h. For the wet detention pond, debris removal and unclogging of the outlet
structure, orifice device, flow spreader, catch basins, piping and vegetated
filter.
i. A clear access path to the outlet structure of the wet detention pond must
be available at all times.
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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 910805mod
5. Decorative spray fountains will be allowed in the wet detention pond, subject to
the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 1/8 horsepower.
The facilities shall be constructed as shown on the approved plans. 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.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. 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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 910805mod
13. 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.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, 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. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
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) having 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 DENR Staff permission to enter the property during normal
business hours 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.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 8`h day of September, 2005.
NO CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW 8 910805mod
Seaside United Methodist Church
Stormwater Permit No. SW8 910805 Modification
Brunswick Count v '
Designer's Certification
I, , as a duly registered
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.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 910805mod
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Delaney Aycock, Brunswick County Building Inspections
Page 8 of 8

H
Seaside United Methodist Church
Subject: Seaside United Methodist Church
From: "Howard Resnik" <[e-mail]>
Date: Thu, 8 Sep 2005 08:38:52 -0400
To: 'Robert Gordon" <[e-mail]>
Robert,
Per our telephone conversation this morning, you have permission to revise the Stormwater Management
Permit Application to reflect the updated drainage area to the pond, as we discussed.
Howard Resnik, PE
.Coastal Site Design, PC
3805 Cherry Avenue
Wilmington, NC 28403
910 791 4441 office
910 791 1501 fax
www.coastalsitedesign.com
of 1 9/8/2005 11:30 AM

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
September 2, 2005
Rob Gordon
Environmental Engineer
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Submittal
Seaside United Methodist Church
Sunset Beach
Brunswick County
CSD Project No. 05-0047
Dear Mr. Gordon:
Enclosed please find the following items for the referenced project, per your request:
- original and one (1) copy of the completed Wet Detention Basin Supplement
- one (1) copy of sheet I of 1, the "Pond Drainage Area Delineation'
We hope that this additional information will be sufficient for approval. Please call if you require any additional
information.
Very truly yours,
Howard Resnik, P.E.
Encl.: As noted above
cc: Ted Russell

A rE9
Ir�lo�
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
August 25, 2005
Mr. Teddy Russell, Chairperson - Building Committee
Seaside United Methodist Church
1600 Seaside Road, SW
Sunset Beach, NC 28468
Subject: Request for Additional Information
Stormwater Project No. SW8 910805 Modification
Seaside United Methodist Church
Brunswick County
Dear Mr. Russell:
The Wilmington Regional Office received a Stormwater Management Permit Application for Seaside
United Methodist Church on August 19, 2005. 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 complete a wet detention supplement for the existing wet detention pond.
2. Please complete a drainage area map showing the drainage area for the pond.
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 September 6, 2005, 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 need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents
that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone].
Sincerely,
W o �
Robert Gordon
Environmental Engineer II
ENB/RDG: S:\WQS\STORMWATERWDDINFO\2005\910805Modaug25
cc: Howard Resnik, PE, Coastal Site Design
Robert D. Gordon
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Services-877623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2oanrstate.nc.us NOne
Oitill✓8I'Otlnd
An Equal Opportunity/Affirmative Action Employer —50%Recycledn 0% Post Consumer Paper INIVAN ally

P. 1
* * * COMMUNICATION RESULT REPORT ( AUG.25.2005
FILE MODE OPTION
---------------------------
357 MEMORY TX
REASON FOR ERROR
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---------------
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FAX COVER SHEET
Date: August 25, 2005 No. of Pages: a 2
To: HoWard Resnik, PE From: Robert Gordon--
Company: Coastal Site Design Express permitting section
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 910805 Modification
Project Name: Seaside United Methodist Church
MESSAGE:
Request for additional information for Seaside United Methodist Church. The.
original will be mailed to the owner. Give me a call If you have any questions,
Thanks!

FAX COVER SHEET
Date: August 25, 2005 No. of Pages: 8 Z
To: Howard Resnik, PE From: Robert Gordon —
Company: Coastal Site Design Express permitting section
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 910805 Modification
Project Name: Seaside United Methodist Church
MESSAGE:
Request for additional information for Seaside United Methodist Church. The
original will be mailed to the owner. Give me a call if you have any questions.
Thanks!

COASTAL SITE DESIGN, PC
Wilmington, NC 26406
Phone: [phone]
Fax: [phone]
August 24, 2005
Rob Gordon
Environmental Engineer
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Submittal
Seaside United Methodist Church
Sunset Beach
Brunswick County
CSD Project No. 04-0047
Dear Mr. Gordon:
Enclosed please find the following items for the referenced project:
- two (2) copies of sheet I of 3, the revised "Sediment & Erosion and Control & Stormwater Management
Plan"
- one (1) additional copy of the "Impervious Surface Dimensioning Plan"
one (1) additional copy of sheet 4 of 4, the "Grading Plan"
We hope that this additional information will be sufficient for approval. Please call if you require any additional
information.
Very truly yours,
Howard Resnik, P.E.
Encl.: As noted above
cc: Ted Russell

INFILTRATION BASIN ANALYSIS
FILENAME:
S:\WQS\INBASIN\910805Mod-1.WK1
PROJECT NUMBER:
910805Mod-1
DATE:
24-Aug-05
PROJECT NAME:
Seaside United Methodist Church
DRAINAGE BASIN:
1
REVIEWER:
R. Gordon
RECEIVING STREAM:
Ut to Calabash River
CLASS:
SA;HQW
Index No.:
15-25-13
If ORW, is site
within the 575' AEC?
SITE AREA 5.23 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER
TOTAL
% IMPERVIOUS, 1=
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
91CL11Z C71_11
Rational C
0 0.95
2,700 0.95
112 0.95
Place a " 1" here if Rational
RV= .05+.009 ( I ) =
FEET MSL
SF
12 INCHES/HOUR
or 0.000278 FPS
Elev. (ft) Area, sq ft Inc. Volume Acc. Volume
BOTTOM 30 1,416
-21240 -21240
0 -21240
TOP 30.5 1,827 27861.75 6621.75
VOLUME / DEPTH / DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
DEPTH OF RUNOFF
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches / hour
Qr=CIA=
Qp through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches / hour
Volume for 10 yr. 10 min. event =
':i 11i5
373! CUBIC FEET
810i75 CUBIC FEET
FEET
Ol6l HOURS MUST BE <120
0.03 CFS
0.39 CFS Must be > Or
339.14 CF < 810.75 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

INFILTRATION BASIN ANALYSIS
FILENAME: S:\WQS\INBASIN\910805Mod-2.WK1
PROJECT NUMBER: 910805Mod-2 DATE: 24-Aug-05
PROJECT NAME: Seaside United Methodist Church
DRAINAGE BASIN: 1 REVIEWER: R. Gordon
RECEIVING STREAM: Ut to Calabash River CLASS: SA;HQW
Index No.: 15-25-13 If ORW, is site within the 575' AEC?
SITE AREA 5.23 acres DRAINAGE AREA: Ui57:584 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER (future)
TOTAL
% IMPERVIOUS. 1=
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
Rational C
17,362
0.95
0
0.95
2,148
0.95
26,230
0.95
i!�145740
C
Place a "1"here if Rational
RV= .05+.009 (I) = 0.76:
29i41 FEET MSL
J2' INCHES/HOUR
Elev. (ft) Area, sq ft Inc. Volume Acc. Volume
BOTTOM 26.5 5,339
-70741.75-70741.75
0-70741.75
TOP 27.4 7.174 98283.8 27542.05
VOLUME / DEPTH / DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
DEPTH OF RUNOFF
TIME TO DRAW DOW N
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches / hour
Qr=CiA=
Qp through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches / hour
Volume for 10 yr. 10 min. event =
CUBIC FEET
CUBIC FEET
FEET
HOURS MUST BE <120
0.35 CFS
1.48 CFS Must be > Or
3976.27 CF < 5630.85 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

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NC DENR- DIVISON OF WATER QUALITY 2B .0300
.0310 LUMBER RIVER BASIN
Classification
Name of Stream
Description
Class
Date
Index No.
Calabash River
From source to North
SA;HQW
12/01/63
15-25-13
Carolina -South Carolina
State Line
Hangman Branch
From source to Calabash
SA;HQW
12/01/63
15-25-13-1
River
Atlantic Ocean
The waters of the Atlantic
SB
12/01/63
99-(1)
Ocean contiguous to that
portion of the Waccamaw
River Drainage Area of the
Lumber River Basin extending
from the Cape Fear River
Basin to the North
Carolina -South Carolina
State Line
+ This symbol identifies waters that are subject to a special management strategy specified in 15A NCAC 2B
.0225 the Outstanding Resource Waters (ORW) rule.
Note: "CA" means critical area.
hxa

DETENTION POND ANALYSIS FILE NAME: S:\WQS\POND\910805.WK1
PROJECT #: 910805 REVIEWER:ARL
PROJECT NAME: SEASIDE UNITED METHODIST CHURCH DATE: 14—Oct-94
Drainage Basin: UT CALABASH RIVER ClassificationC Chlorides: N/A
Site Area 225500 square feet
Drainage Area 128849 square feet
Area in Acres 2.95796602 acres
IMPERVIOUS AREA
Runoff Coefficient
Buildings 38000 1 Adjusted SA 38000
Concrete 0 0.95 Adjusted SA 0
Asphalt 78000 0.95 Adjusted SA 74100
TOTAL 116000 square feet TOTAL 112100
% IMPERVIOUS 7 51.444 Pond Depth: 5 TSS: 85
SURFACE AREA CALCULATION
SA/DA
Req.\SA
Prov. SA
VOLUME CALCULATION
Green
Bottom
Perm. Pool
Design Pool
Design SA
Req. Volume
Prov. Volume
ORIFICE CALCULATION
Flowrate 02
Flowrate Q5
Engineer uses
2.772%
3571.77427J square feet
3585 1 square feet
21231 square feet
19 MSL
241 MSL
26.5 MSL
8077 square feet
9695.51666 cubic feet
14577.5 cubic feet
0.08436053 Area
0.03374421 Area
1 Inches
[From plan Contours]
[From plan Contours]
2.256589 Diameter 2 1,695045
0.902635 Diameter 5 1,072040
COMMENTS
SURFACE AREA, VOLUME, AND ORIFICE ARE WITHIN DESIGN PARAMETERS.

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H 1Ell fi')N HNC' 1,01 YS-Ic Ci;U DWEO: PAGE TWO
Pero. Pool at :4 ft
tt OM ,tt 'r'6d1 19 ft
O�':pth Provided, D 5 ft (- ---- Okay, depth ) OR - 3 ft.
'A :ALCILATION:
5y Ctait 13; ? 851 TEt:
Depth, 0 5 ft
S Impervious ; 47.721
GA 2.951966 Acres Where 0A is the Dr a n i n a g e Area
€A/OA f : 2,562 1111
Area of Perman:nt Pool Required : (5A/OA t) r OA
Area of Permanent Pool Required : 2,552 r 2.479155 Acres
Arad of Permanan-1 Pool Required 0.015)83 Acres
Ai ;a of Permanent Pool Required : 3 3 0 1 . I I I f t ' 2
Aran of PEPIANENT POOL Required 330 1 ,111 sf ( provided area of
V 0 L p r o : 1451i.5
)rilici ootflo'w, 2 Oay 0ra4dowo : Volpro/j(2 dayl 4 (86400 sec/day))
:..e Ai tlo., 2 Day Orawdown : 14511,5 ft'3 / 112000 sec
Orifice C,6. Area; A:
A= Q/[.d((2gh)'0.5111
3585 sf (--OKAY: sufficient stor
Q2:
A= 0,034360 / (0,62r32.2x2.I)'0.5))I= A2-
A2-
Pipe di am=.ter, d: 6 2 :
tic te: Head, h : maximum pond level - permanent pond level
Coefir-icnt of Discharge, Cd 016
:riitcc ouf;low', 5 Oay Orawdown : Vclpro/((5 day) 0 (96400 sec/day)]
.airic.: outflow, 5 Gay Orawdown : 14571,5 ft'3 / 432000 sec - Q5-
^ritiGEC. Area, A.
A= 0,033144 / I0,62432,212.1)0.5III` A5=
A5:
Pipe diametar, d: d5-
0.084360 cfs
0.011080 ft'2
1.595649 inch'2
1.425357 inch
2.5 ft
0.033144 cfs
0.004432 ft'2
0.638259 inch'2
0.501475 inch

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61

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
August 18, 2005
Rob Gordon
Environmental Engineer
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Submittal
Seaside United Methodist Church
Sunset Beach
Brunswick County
CSD Project No. 04-0047
Dear Mr. Gordon:
Enclosed please find the following items for the referenced project:
- original and one (1) copy of the revised page 2 of the Stormwater Management Permit Application and the
revised page 1 of the Infiltration Basin Supplement for Basin 2
- one (1) copy of the revised Stormwater Management Calculations
- two (2) copies of sheets 1 through 3, the revised "Sediment & Erosion and Control & Stormwater
Management Plan"
- one (1) copy of sheet 1 of I, the revised "Drainage area and Impervious Surface Delineation Map"
- one (1) copy of the "Impervious Surface Dimensioning Plan'
- one (1) copy of sheet 4 of 4, the "Grading Plan'
Per your suggestion, we have lowered the bottom elevation of Basin 2, relocated the bypass and vegetative filter for Basin
I, and included additional catch basins and finished grade elevations to demonstrate drainage flow direction and that all
impervious area drain to the basins. Additionally, some extra new impervious has been directed towards the existing pond
which we were previously showing draining to Basin 2 (still within the allowable limits).
We hope that this additional information will be sufficient for approval. Please call if you require any additional
information.
Very truly yours,
Howard Resnik, P.E.
Encl.: As noted above
cc: Ted Russell

STORMWATER MANAGEMENT CALCULATIONS
For
SEASIDE UNITED METHODIST CHURCH
PREPARED FOR
Seaside United Methodist Church
1600 Seaside Road SW
Sunset Beach, NC 28468
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone [phone]
%OIC CAR p
aOFESS/O.`- I
SEAL
025483
Howard Resnik, P.E.
c9#0f0S-
REC DIV VFD
AUG I I I'll BY:�`-�
T', g[181

V
HYDROLOGIC DATA:
Total tract area
Existing impervious to be removed:
existing buildings
existing asphalt
existing concrete sidewalks
Total existing impervious area to be removed
Proposed new impervious areas•
proposed buildings
proposed asphalt
proposed concrete sidewalks
future impervious areas
Total proposed impervious area
9
Net new impervious areas:
proposed buildings
proposed asphalt
proposed concrete sidewalks
future impervious areas
Total net proposed impervious area
Soil Types:
227,760 sf (5.23 acres)
2,360 sf (0.05 acres)
1,821 sf (0.04 acres)
751 sf (0.02 acres)
4,932 sf (0.11 acres)
19,084 sf (0.44 acres)
4,917 sf (0.11 acres)
3,235 sf (0.07 acres)
26,230 sf (0.60 acres)
53,466 sf (1.22 acres)
16,724 sf (0.38 acres)
3,096 sf (0.07 acres)
2,484 sf (0.06 acres)
26,230 sf (0.60 acres)
48,534 sf (1.11 acres)
Abbreviation Type and Description Hydrologic Group
Mu Murville fine sand D
(See attached page 25 of Table 8.Old,+"Soil Characteristics for Common Soils in North Carolina".
Coastal h Dealgn, PC
PO. Box 4041
Wilmington, NC 28406

) R
RA
Po
p,l OA
Bas
N�e '-A
to
COA
tNob k GoA
TO
To
0 n r to o
Lo
hio � 0
Kit
F) \ I (
Fc
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0'. Sa2
PBA \J
N o 9
GnA
83B
Ly. m Bbe
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eaB
So
To
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To
lk To
ro
To Pl Lo
101
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it
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Mu
M.
Lo i Fo
r1i u F
aae
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Lo Fo
1162 Lo v
L, o
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Mu Lo Kra Niv
To S.B F
o.
6.8 rAd T
To Lo
L L
Fo 'FO
N'u
L
A�
LO Fo
oashal Sit Des n
in n
Ma

INFILTRATION BASIN 1
Area to basin
Proposed new impervious areas within Basin 1 area:
Draining to Basin 1:
proposed asphalt
proposed concrete sidewalks
future impervious areas
Total proposed impervious area to Basin 1
Draining to existing pond:
proposed buildings
proposed asphalt
proposed concrete/sidewalks
Total proposed impervious area to existing pond
0
8,996 sf (0.21 acres)
2,700 sf (0.06 acres)
112 sf (0.00 acres)
0 sf (0.00 acres)
2,812 sf (0.06 acres)
1,722 sf
(0.04 acres)
2,217 sf
(0.05 acres)
615 sf
(0.01 acres)
4,554 sf
(0.10 acres)
Coastal Site Design, PC
PO. Box4041
Wilmington, NC 2M

INFILTRATION BASIN 2
Area to basin
Pronosed new impervious areas within Basin 2 area:
proposed buildings
proposed concrete sidewalks
future impervious areas
Total proposed impervious area to Basin 2
Draining to existing pond:
proposed concrete sidewalks
Total proposed impervious alrea to existing pond
0
57,584 sf (1.32 acres)
r
17,362 sf
(0.40 acres)
2,148 sf
(0.06 acres)
26,230 sf
(0.60 acres)
45,740 sf
(1.05 acres)
r
r
360 sf (0.00 acres)
360 sf (0.00 acres)
Coastal Site Design, PC
VMPO. Box 4041
WdminOM NC 28M

0
INFILTRATION BASIN 1
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
8,996
sf
0.21
acres
buildings =
-
sf
-
acres
asphalt paved area =
2,700
sf
0.06
acres
concrete sidewalk =
112
sf
0.00
acres
total imp. surface =
2,812
sf
0.06
acres
percent imp. = 31.3 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 31.3 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.33 in/in
DETERMINE VOLUME
design storm =
1.5 inch
Rv =
0.33 in/in
drainage area =
0.21 acres
volume =
?
volume = (design storm)(Rv)(drainage area)
volume = 0.0 acre-ft
volume = 373 cf of required storage volume
INFILTRATION BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(ft)
(sf)
(cf)
(cf)
30
1,416
-
_
30.1
1,495
146
146
30.2
1.576
154
299
30.3
1,658
162
461
30.4
1,742
170
631
30.5
1,827
178
809
30.6
1,914
187
996
30.7
2,002
196
1,192
30.8
2,092
205
1,397
30.9
2,183
214
1,611
31
2,277
223
1.834
1-1/2" storage volume provided =
809 cf
Coastal Site Design, PC
o P.O. Box 4041
Wilmington, NC 28406

STAGE - DISCHARGE TABLE:
infiltration rate (cfs) =
0.00
primary outlet elevation =
30.5
crest length of spillway (ft) =
10.0
elevation of spillway =
30.8
ELEVATION
INFILTRATION
OUTLET SPILLWAY
TOTAL
(ft)
(cfs)
(cfs) (cfs)
(cfs)
30
_
_ _
30.1
0.39
- -
0.39
30.2
0.39
- -
0.39
30.3
0.39
- -
0.39
30.4
0.39
- -
0.39
30.5
0.39
- _
0.39
30.6
0.39
0.14 -
0.54
30.7
0.39
0.40 -
0.80
30.8
0.39
0.74 -
1.13
30.9
0.39
1.14 2.92
4.45
31
0.39
1.59 8.26
10.25
DRAWDOWN TIME:
linear infiltration rate =
12
in/hr
=
0.000278
fl/sec
basin bottom area =
1.416
sf (natural ground)
3-d infiltration rate =
0.39
cf/sec
drawdown time =
15.8
minutes
or
0.3
hours
or
i
0.0
days
SCS HYDROGRAPH DATA:
hydraulic length = 160 It
average slope = 0.35 %
CURVE NUMBER DETERMINATION:
soils are Mu (Hydrologic Soil Group D, CN = 80)
composite CN...
(98x5,828+ 80 x 3,689) / 9,517 =91.0
use CN=91
A
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NO 28406

INFILTRATION BASIN 2
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE
area to basin = 57,584 sf 1.32 acres
buildings = 17,362 sf
0.40 acres
asphalt paved area = - sf
- acres
concrete sidewalk = 2,508 sf
0.06 acres
future impervious = 26,230 sf
0.60 acres
total imp. surface = 46,100 sf
1.06 acres
percent imp. = 80.1 %
DETERMINE RUNOFF COEFFICIENT (Rv)
r
I = 80.1 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv = 0.77 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.77 in/in
drainage area = 1.32 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.1 acre-ft
volume = 5,646 cf of required storage volume
INFILTRATION BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(ft) (so
(cf)
(cf)
26.5 5339
26.6 5536
544
544 r
26.7 5735
564
1,107
26.8 5936
584
1,691
26.9 6139
604
2,295
27 6,343
624
2.919
27.1 6,548
645
3,563
27.2 6,755
665
4,228
27.3 6,964
686
4,914
27.4 7,174
707
5,621
27.5 7,386
728
6,349
27.6 7,599
749
7,099
27.7 7,814
771
7,869
27.8 8,030
792
7,869
27.9 8,248
814
8,661
28 8,468
836
10,311
1-1/2' storage volume provided =
5,621 cf
Coastal Site Design, PC
P.O. Box 4041
Weington, NO 2B406

STAGE - DISCHARGE TABLE:
r
infiltration rate (cfs) = 0.00 primary outlet elevation = 27.4
crest length of spillway (ft) = 10.0 elevation of spillway = 27.6
ELEVATION INFILTRATION OUTLET SPILLWAY TOTAL
(ft) (cfs) (cfs) (cfs) (cfs)
i
26.5
-
26.6
1.48
-
-
26.7
1.48
-
-
26.8
1.48
-
-
26.9
1.48
-
-
27
1.48
27.1
1.48
-
-
27.2
1.48
-
-
27.3
1.48
-
-
27.4
1.48
-
-
27.5
1.48
0.14
-
27.6
1.48
0.40
-
27.7
1.48
0.74
2.62
27.8
1.48
1.14
7.41
27.9
1.48
1.59
13.61
r
28
1.48
2.09
20.95
DRAWDOWN TIME:
linear infiltration rate =
12 in/hr
=
0.000278 ft/sec
basin bottom area =
5,339 sf (natural ground)
3-d infiltration rate =
1.48 cf/sec
drawdown time =
62.4 minutes
or
1.0 hours
or
0.0 days
SCS HYDROGRAPH DATA:
hydraulic length = 350 ft
average slope = 0.7 %
CURVE NUMBER DETERMINATION:
soils are Mu (Hydrologic Soil Group D, CN = 80)
composite CN...
(98 x 42,727 + 80 x 16,275) / 59,002 t 93.0
use CN = 93
r
1.48
1.48
1.48
1.48
1'.48
1.48
1.48
1.48
1.48
1.63
1.89
4.84
10.03
16.68
24.52
Coastal Site Design, PC
P0. Box 4041
Wilmington, NC 280

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(it)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
0.98
1
729
4,650
--
---
--
POST DEV
i
r
2
Reservoir
0.50
1
749
4,650
1
30.46
745
ROUTE
i
Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406
storml.GPW
Return Period: 10 Year
Tuesday, Jul 26 2005, 11:29 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1.45
1
729
7,012
--
POST DEV
2
Reservoir
0.59
1
752
7,011
1
30.82
1,447
ROUTE
i
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 26406
storm1.GPW
Return Period: 100 Year
Tuesday, Jul 26 2005, 11:29 PM
Hydraflow Hydrographs by Intelisolve

Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Jul 26 2005, 11:29 PM
Pond No. 1
- INFILTRATION
BASIN 1
Pond Data
Pond storage
is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
30.00
1.416
0
0
0.10
30.10
1,495
146
146
0.20
30.20
1,576
154
299
0.30
30.30
1,658
162
461
0.40
30.40
1,742
170
631
0.50
30.50
1,827
178
809
0.60
30.60
1,914
187
996
0.70
30.70
2,002
196
1,192
0.80
30.80
2,092
205
1,397
0.90
30.90
2,183
214
1,611
1.00.
31.00
2,277
223
1,834
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B] [C] [D]
Rise (in)
= 10.00 0.00
0.00
0.00
Crest Len (ft)
= 1.50 10.00 0.00 0.00
Span (In)
= 10.00 0.00
0.00
0.00
Crest El. (ft)
= 30.50 30.80 0.00 0.00
No. Barrels
= 1 0
0
0
Weir Coeff.
= 3.33 2.60 0.00 0.00
Invert El. (ft)
= 30.00 0.00
0.00
0.00
Weir Type
= Riser Broad - -
Length (ft)
= 10.00 0.00
0.00
0.00
Multi -Stage
= Yes No No No
Slope (%)
= 0.50 0.00
0.00
0.00
N-Value
= .011 .013
.000
.000
Orif. Coeff.
= 0.60 0.60
0.00
10.00
Multistage
= n/a No
No
No
Exfiltration = 12.000 in/hr (Contour) Tailwater Elev. = 31.10It
Note:
Cuive", Orifice outno rove wen analyzed under inlet and outlet control.
Stage (ft)
1.00
0.90
0.80
0.70
0.60
0.50
0.40 -
0.30
0.20
0.10
nn
Stage (ft)
1.00
- 0.90
0.80
0.70
0.60
- 0.50
0.40
0.30
0.20
0.10
0.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 .70Goasta go Deslp.B6, 1.00
All P.O. Box 4041 Discharge (cfs)
- Total O Wilmington, NC 28406
Stage / Discharge
--- -
._- ._-------

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
POST DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 0.220 ac
Basin Slope
= 0.4%
Tc method
= LAG
Total precip.
= 7.00 in
Storm duration
= 24 hrs
0
POST DEV
a
Tuesday, Jul 26 2005, 11:29 PM
Peak discharge = 0.98 cfs
Time interval
= 1 min
Curve number
= 90
Hydraulic length
= 160 ft
Time of conc. (Tc)
= 8.72 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 4,650 tuft
Q (Cfs) Hyd. 'No. 1 10 Yr Q (Cfs)
1.00
1-00
0.90
0.90
0.80
0.80
0.70
-
0.70
0.60 -
0.60
0.50 -
0.50
0.40
0.40
0.30
0.30
0.20
0.20
0.10
10
0.00
------
0.00
0 2 5
— Hyd No. 1
7 9 12 14 16
19 21 23 26
Time (hrs)
ACoasts! Site Design, K
P.O. Box 4041
Wilmington, NC 2&106

Hydrograph Plot
Hydragow Hydrographs by Intelisolve
Tuesday, Jul 26 2005, 11:29 PM
Hyd. No. 2
ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 0.50 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 30.46 ft
Reservoir name
= INFILTRATION BASIN 1
Max. Storage
= 745 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
G1<B1
0.30
0.20
0.10
0.00
0 3
— Hyd No. 2
ROUTE
Hyd. No. 2 -- 10 Yr
5 8 10
— Hyd No. 1
13 15 18
Hydrograph Volume = 4,650 cuR
Q (cfs)
1.00
1 •1
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
20 23 25
Time (hrs)
A
Coastal Site Deslgn, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelfisolve i Tuesday, Jul 26 2005,11:29 PM
Hyd. No. 1
POST DEV
Hydrograph type
= SCS Runoff
Peak discharge
= 1.45 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 0.220 ac
Curve number
= 90
Basin Slope
= 0.4%
Hydraulic length
= 160 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.72 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (Cfs)
2.00
1.00
Hydrograph Volume = 7,012 cuft
POST DEV
Hyd. No. 1 -- 100 Yr
a I I
2 5 7 9 12 14 16 19
Hyd No. 1
I
0 (efs)
2.00
1.00
0.00
21 23 26
Time (hrs)
ACoastal Site Design, PC
P.O. Box 4041
Wilmington, NC 26406

Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
ROUTE
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Inflow hyd. No.
= 1
Reservoir name
= INFILTRATION BASIN 1
Storage Indication method used.
a
ROUTE
Tuesday, Jul 26 2005,11:29 PM
Peak discharge
= 0.59 efs
Time interval
= 1 min
Max. Elevation
= 30.82 ft
Max. Storage
= 1,447 cult
Hydrograph Volume = 7,011 cuft
Q (Cfs) Hyd. No. 2 100 Yr Q (CfS)
2.00 2.00
A
1.00 1.00
n
0.00 nn
0
3 5 8 10 13 15 18 20 23 25
Hyd No. 2 —Hyd No. I Time (hrs)
4kCoastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peaktion
(min)
um
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
5.68
1
730
—
POST DEV
2
Reservoir
2.28
1
756
3 r
7--
6,580
ROUTE
i
r
i
C08*1 Sh Design, PC
P0 i3Al( 4041
storm2.GPW
Return Period: 10 Year
Thursday, Aug 18 2005, 12:56 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuff)
Hydrograph
description
1
SCS Runoff
8.27
1
730
43,453
--
--
---
POST DEV
2
Reservoir
5.59
1
747
43,452
1
27.82
8,830
ROUTE
i
r
r
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 2W6
storm2.GPW
Return Period: 100 Year
Thursday, Aug 18 2005, 12:56 PM
Hydraflow Hydrographs by Intelisolve

Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Aug 18 2005, 1:3 PM
Pond No. 1 - INFILTRATION BASIN 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft)
Elevation (it)
Contour area (scift)
Incr. Storage (tuft)
Total storage (tuft)
0.00
26.50
5,339
i
0
0
0.10
26.60
5,536
544
544
0.20
26.70
5,735
564
1,107
0.30
26.80
5,936
584
r 1,691
0.40'
26.90
6,139
604
2,295
0.50
27.00
6,343
624
2,919
0.60
27.10
6,548
645
3,563
0.70
27.20
6,755
665
4,228
0.80
27.30
6,964
686
4,914
0.90
27.40
7,174
707
5,621
1.00
27.50
7,386
728
6,349
1.10
27.60
7,599
749
7,099
1.20
27.70
7,814
771
7,869
1.30
27.80 -
8,034
792
8,662
1.40
27.90
8,248
814
9,476
1.50
28.00
8,468
836
10,311
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 12.00
0.00
0.00
0.00
Crest Len (ft)
= 1.50 10.00
0.00
0.00
Span (in)
= 12.00
0.00
0.00
0.00
Crest El. (ft)
= 27.40 27.60
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 2.60
0.00
0.00
Invert El. (ft)
= 27.20
0.00
0.00
0.00
Weir Type
= Riser Broad
-
-
Length (ft)
= 10.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 0.50
0.00
0.00
0.00
N-Value
= .011
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
' 0.00
Multi -Stage
= n/a
No
No
No
Exfiltration - 12.000
in/hr (Contour) Tailwater
Elev.
= 27.10 ft
r
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
000
Note: culvert/Onrim ouHlax have been analyzeo unoer inlet am outlet central
Stage I Discharge
'Coftwsh
I
1
T�
I
yid-C
0.00 1.00
Stage (ft)
T 2.00
1.80
1.60
- 1.40
1.20
1.00
1 0.80
L o.6o
0.40
0.20
J- 0.00
2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 '10.00
Discharge (cfs)
- Total Q

Hydrograph Plot
HydraBow Hydrographs by Intelisolve
Hyd. No. 1
POST DEV
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 1.320 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 7.00 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
4.00
KM
2.00
1.00
0.00
0 2 5 7
— Hyd No. 1
Thursday, Aug 18 2005, 12:56 PM
Peak discharge = 5.68 cfs
Time interval
= 1 min
Curve number
= 93
Hydraulic length
= 350 ft
Time of conc. (Tc)
= 10.13 min
Distribution
= Type III
Shape factor
= 242
r
POST DEV
Hyd. No. 1 -- 10 Yr
Hydrograph Volume = 29,306 cuft
-I—
I
—r
—
I _
In
Q (cfs)
6.00
5.00
91
3.00
2.00
1.00
--1-- _—.. --- — - — 0.00
12 14 16 19 21 23 26
Time (hrs)
Coastal Site D01911, PC
P.O. Box 4041
Wlminoon, NC 28408

Hydrograph
Plot
HydraFlow Hydrographs by Intelisolve
Thursday,
Aug 16 2005, 12:56 PM
Hyd. No. 2
ROUTE
Hydrograph type
= Reservoir
r
Peak discharge
= 2.28 cfs
Storm frequency
= .10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 27.53 ft
Reservoir name
= INFILTRATION BASIN 2
Max. Storage
= 6,580 cuft
Storage Indication method used.
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0,00
0 3 5
— Hyd No. 2
n
ROUTE
Hyd. No. 2 -- 10 Yr
Hydrograph Volume = 29,306 cuR
- -
- -
I
--_
T
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 1 Coastal She DeSIA PC
Ap.0. Box 4041
1
Wilmington, NC 2906

Hydrograph Plot
Hydranow Hydrographs by Intelisolve
Thursday, Aug 18 2005, 12:56 PM
Hyd. No. 1
r
POST DEV
Hydrograph type
= SCS Runoff
Peak discharge
= 8.27 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 1.320 ac
Curve number
= 93
Basin Slope
= 0.7 %
Hydraulic length
= 350 ft
Tc method
= LAG
Time of conc. (Tc)
= 10.13 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
10.00
:..
. Me
4.00
Hydrograph Volume = 43,453 cuft
POST DEV
Hyd. No. 1 -- 100 Yr
we
2 5
Hyd No. 1
7 9 12 14
Q (cfs)
10.00
ME
..,
4.00
2.00
— — — 0.00
16 19 21 23 26
Time (hrs)
Coastal Site Design, PC
a P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydrallow Hydrographs by Intelisolve
Thursday, Aug 18 2005, 12:56 PM
Hyd. No. 2
ROUTE
Hydrograph type =
Reservoir
Peak discharge
= 5.59 cfs
Storm frequency =
100 yrs
Time interval
= 1 min
Inflow hyd. No. =
1
Max. Elevation
= 27.82 ft
Reservoir name =
INFILTRATION BASIN 2
Max. Storage
= 8,830 cuft
Storage Indication method used.
r Hydrograph Volume = 43,452 cult
a
ROUTE
Q (cfs) Hyd. No. 2 -- 100 Yr Q (cfs)
-- 10.00
8.00 -- — — --8.00
6.00 . --- -
- -- -- -- 6.00
I
4.00 — — - - -- -- - - -- 4.00
I
2.00 -- — - -- — - -- 2.00
----------------------------
0.00 - -- 0.00
0 3 5 8 10 13 15 18 20 23 25
— Hyd No. 2 — Hyd No. 1 Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 26406

Storm Sewer Tabulation
Page" I
Station
Len
Drng Area
RnoffHIn
Tc
Rain
Total
Cap
Val
Elev
HGL Elev
Gmd I Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Inlet
Syst
SiDn
Up
Dn
Up
Dn
Line
(ac)
(ac)(C)(min)
(min)
(in/hr)
(cfs)
(cfs)
(ftfs)
(in(ft)
#Slopeup
(ft)
(ft)
(it)
(ft)1
End
25.0
0.00
0.45
0.00
0.00
0.43
0.0
6.9
6.9
3.09
2.93
4.21
1227.00
27.98
27.88
31.00
31.00
Pipe 1
2
1
92.0
0.05
0.45
0.95
0.05
0.43
5.0
6.6
6.9
3.09
1.63
5.67
10
0.33
27.40
27.10
29.07
27.98
31.00
31.00
3
2
52.0
0.05
0.25
0.95
0.05
0.24
5.0
6.3
7.0
1.72
1.25
3.15
10
0.19
27.50
27.40
29.60
29.41
31.00
31.00
4
3
43.0
0.05
0.20
0.95
0.05
0.19
5.0
6.0
7.0
1.37
1.37
2.52
10
0.23
27.60
27.50
29.76
29.66
31.00
31.00
5
4
30.0
0.05
0.15
0.95
0.05
0.14
5.0
5.8
7.1
1.03
1.64
1.89
10
0.33
27.70
27.60
29.84
29.80
31.00
31.00
6
5
58.0
0.10
0.10
0.95
0.10
0.10
5.0
5.0
7.2
0.69
1.67
1.26
10
0.34
27.90
27.70
29.90
29.87
31.00
31.00
7
2
127.0
0.05
0.15
0.95
0.05
0.14
5.0
5.7
7.1
1.03
0.88
2.95
8
0.31
27.80
27.40
29.98
29.43
31.00
31.00
8
7
83.0
0.10
0.10
0.95
0.10
0.10
5.0
5.0
7.2
0.69
077
1.97
8
0.24
28.00
27.80
30.21
30.05
31.00
31.00
MA t
nR
v
U
O
-y
A
O
Z
C7
6D
N
o
rn
vi
[p
Yl
r
Project File: storml,slm
" Number of lines: 8
Run Date: 08-03-2005
NOTES: Intensity = 161.20 / (Inlet time + 26.60) A 0.90: Return period = 10 Yrs. Total flows limited to inlet captured flows.
Hyarsnrnv Storm sewers 2005

Storm Sewer Tabulation
Page-1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(infl r)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
24.0
025
0.25
0.30
0.08
0.08
5.0
5.0
7.2
0.54
1.01
2.94
8
0.42
26.10
26.00
26.45
26.35
27.00
27.00
1 of twin culverts
�i
i
d
°Si
w
m
Cn
n
�
rn
rn
tiD
-O
C�
Project File: storm2.stm
Number of lines: 1
Run Date: 08-09-2005
NOTES: Intensity = 161.201 (Inlet time + 26.60) ^ 0.90; Return period = 10 Yrs. Total flows limited to inlet captured flows.
140 s w Storm Sewers 2005

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
Flow
full
LineF
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
(ft)
(ac)
(ac)
(C)
(min)
(min)
( hhr)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
15.0
0.06
0.06
0.95
0.06
0.06
5.0
5.0
7.2
0.41
2.32
2.49
10
0.67
30.10
30.00
30.39
30.29
31.00
31.00
Outfall into Basin
o
�
x
2
o
'
N
y
fO
Project File: storm3.stm
Number of lines: 1
'Run Date: 03-09-2005
NOTES: Intensity = 161.20 / (Inlet time + 26.60) " 0.90; Return period = 10 Yrs. Total flows limited to inlet captured flows.
HydrOm Storm Sewers 2U05

a
10 YEAR STORM ANALYSIS FOR STORMWATER VEGETATED FILTER:
VEGITATIVE FILTER FROM BASIN 1
Q = Taken from stormwater pipe calculations
= 2.32 cfs for 10 year storm
n = 0.045 REARRANGING MANNING'S GIVES YOU:
s = 0.005
M= 5 (5:1) AR4213=On I0.49SA 1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = On / (1.49sAl2) = 0.99
A=By+MyA2 P=8+2y(1+MA2)Al2
R=A/P Zav =ARA2/3
B= 0
y = 0.7
A = 2.11
P= 6.6
R = 0.32
Zav = 0.99
y = 0.7 feet
i
V= Q/A= Q/(by +MyA2)= 1.1 Ws
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
VEGITATIVE FILTER FROM BASIN 2
Q = Taken from stormwater pipe calculations
= 3.09 cfs for 10 year storm
n= 0.045 REARRANGING MANNING'S GIVES YOU:
s = ODDS
M= 5 (5:1) AW2/3 = On / (1.49s-1/2)
B = 0 or
Y = ? Zav = Zreq
Zreq = Qn / (1.49sA1/2) = 1.32
A=By+MyA2 P=B+2y(1+MA2)Al2
R = A / P Zav = AR-2/3
6=
0
y =
0.7
A =
2.63
P=
7.4
R =
0.36
Zav =
1.32 1
y = 0.7 feet
V= Q/A= Q/(by +MyA2)= 1.2 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
Coastal Site Design, PC
'�" PO. 80z 4041
Wilminglon, NC 28406

VELOCITY CONTROL FOR PIPE OUTFALL:
PIPE OUTFALL INTO BASIN 1
Qpeak = 2.32 cfs from
Q=VA
From chart 8.06b, Q =
d=
i
10 " pipe (see sheet 1 ECP)
V= Q/A
2.32 / 0.55
4.3 ft/sec
2.32 cfs
10"
d50 = 0.10 It or 1.2 ", use
2 "
La = 8 ft
3d = 2.5 ft
W=d+0.4La= 4.0333ft dmax =1.5xd50=
3"
apron thickness = 1.5 x dmax =
4.5 "
apron dimensions: min. stone size =
2 inches
min. apron thickness =
4.5 inches
apron length =
8 ft
width of apron at pipe outlet =
3 ft
width of apron at end of apron =
4.03 ft
PIPE OUTFALL INTO BASIN 2
Qpeak = 3.09 cfs from 12 " pipe (see
sheet 1 ECP)
Q=VA V= Q/A
= 3.09
/ 0.79
= 3.9
ft/sec
From chart 8.06b, Q = 3.09 cfs
d= 12"
d50 = 0.10 ft or 1.2 ", use
2 "
La = 8 ft
3d = 3.0 It
W=d+0.4La= 4.2ft dmax =1.5xd50=
3"
apron thickness = 1.5 x dmax =
4.5 "
apron dimensions: min. stone size =
2 inches
min. apron thickness =
4.5 inches
apron length =
8 ft
width of apron at pipe outlet =
3 ft
width of apron at end of apron =
4.2 ft
'~ Coastal Site Cesl9n, PC
«' F.O. Ecz 4041
'�' 4 Wilmington, NC 28406

PIPE OUTFALL FROM TWIN 8" CULVERTS
Qpeak = 1.01 cfs from 8 "pipe (see
sheet 1 ECP)
Q=VA V= Q/A
= 1.01
/ 0.35
= 2.9
ft/sec
From chart 8.06b, Q = 1.01 cfs
d= 8"
d50 = 0.10 ft or 1.2 ", use
2 "
La = 8 ft
3d = 2.0 ft
W=d+0.4La= 3.8667ft dmax=1.5xd50=
3"
apron thickness = 1.5 x dmax =
4.5 "
apron dimensions: min. stone size =
2 inches
mip. apron thickness =
4.5 inches
apron length =
8 ft
width of apron at pipe outlet =
2 ft
width of apron at end of apron =
3.87 ft
0
.,<
Coastal Site NsIgn, PC
P.O. BOX 4u41
� ' IUiirrington, NC 28406

Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A
B
C
D
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
Poor condition
68
79
86
89
faircondition
49
69
79
84
good condition
39
61
74
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 750/6
or more of the area
39
61
74
80
fair condition:
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
areas (85% impervious)
89
92
94
95
Industrial districts
(720%impervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1 /8 acre or less 65
77
85
90
92
1/4 acre 38
61
75
83
87
1/3 acre 30
57
72
81
86
1/2 acre 25
54
70
80
85
1-acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking lots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel.
76
85
89
91
dirt
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 1 /4 acre
88
93
95
97
Lot sizes of 12 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
0
8.03.10
A
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406
Rev. 12M

118 Soil Survey
1
TABLE 18.--SOIL
AND WATER FEATURES --Continued
Flooding
Map symbol andlHydro-I--TI
soil name I loglcl Frequency I Dura-
I I I
Hiqh water table Subsidence
I I I�—�—T—
IMonths I Depth I Kind IMonths IInitlall Total
1 1 1 1 1 I
, Risk of corrosion
IUncoated IConcrete
I l
ou
tion
steel
I i t l I I ° I°
1 I
I
Lu------------- I
D
I I
IRare------- I ---
I --- I 0-1.5IApparentlNov-Apri --- I ---
IHigh----- High.
Lumbee I
I I
I I I I I I
I I
LY------ _------ I
I
C .INone
------- I ___
I I
I -__ 10 5-1 SlApparentlNov-Apri --- 1 ___
I I I I I i
IHigh----- l High.
I I
Lynchbuzg
I
I I
I I I I I I
I I
Ma ------------- I
I
C
INone------- I ---
I I
I --- 11 5-3 51Apparent]Jun-Decl --- 1 ---
I I' I I I I
IModerate IHigh.
I I
Mandarin
I
I I
I I I I I I
I I
Mk ------ ------- I
I
D
IFrequent--- IBrief
I I
lNov-Aprl0.5-1.5lApparentlDec-Marl --- I ---
I I I I I I
IHigh ----- IModerate.
I I
Muckalee
I
I I
I I I I I I
I I
Mu ------------- I
I
D
INone------- I -_-
I I
1 --- I 0-1 OlApparentlNov-Mayl -__ I _--
I I I I I 1
IHigh----- IModerate.
I I
Murville
I I
I i I I I I
I I
I
NeE, NhE------- I
I
A
]None ------- I ___
I I
I _-_ I >6 O I ___ I ___ I ___ I ___
I I I I I I
Nigh----- 'Low.
I I
Newhan
I
I I
i I I I I I
I I
NoB------------ I
I
B
INone------- 1 ---
I I
I _-- 14 ' 0-6 OlApparentlJan-Marl --_ I _--
I II I I I
IModerate ]High.
I I
Norfolk
I
I i
I I I I I I
I I
On ------------- I
B
INone------- 1 ___
1 _-- 11.5-3 OlApparentlDec-Apri --- 1 ---
' I I I
IHigb ----- IHigh.
I I
Onslow
I
I I
I I I I I I
I 1
PaA------------ I
I
A
INone------- I ---
I I
I --- 11 ' 5-3 OlApparentlDec-Aprl --- 1 ---
I II I
ILow------ IHigh.
Pactolus
I I
I I I I I I
I I
I
Pn------------- I
D
INone------- I ---
I --- I 0-1.5IApparentlDec-Mayl --- I ---
IHigh----- High.
Pantego
Pt. I
Pits I
I I
I
I I I I I I
I I I I I I
I I
I I
py------ _______I
I
D
I
INone ------- I -__
I I
I -_- I 0-1.Ol ApparentlNov-Aprl ___ I ___
I I I I I I
I High----- IHigh.
I I
Rains
I
I I
I I I I I I
I I
Tm------------- I
A
INone------- I ---
I --- I1.5-3.OIApparentlDec-Aprl --- I ---
IModerate IHigh.
Tomahawk
To ------------- I
I
C
INone------- 1 ---
I I
I --- 10 5-1 5l ApparentlDec-Mayl --- I ---
I I I I I I
IHigh----- ]High.
I '
Torhunta
I
I I
I I i I I I
I I
Ur. I
Urban land 1
I I
] I
I
I I I I I I
I I I I I I
I I I I I I
I I
I I
I i
I
WaB ------------ I
A
i
INone------- I ---
I --- 14' 0-6 OlApparentlJan-Marl --- I ---
I I I I
ILow ------ IModerate.
I I
WandoI
I
I I
I I I I I I
I I
WdB:
Wando --------- I
A
INone------- I --'
I --- I4.0-6.OIApparentlJan-Marl --- I ---
I Low ------ IModerate.
Urban land. I
I
Wo------------- I
D
I I
I I
INone------- I ---
I I I I I I
I I I I I I
I --- I0.5-1.OIApparentiDec-Mayl --- I ---
I I
I I
IHigh----- IHigh.
Woodington
YaB------------ I
D
INone------- I ---
I --- 12 ' 0-4 OlAarentlJan-Decl --- I ---
IppI I I
IHigh----- IModerate.
i I
YauponI
I
I I
I I I I I i
I i
*This map unit is subject to daily tides.
Coastal site Design, PC
P.O. Box 4041
Wilmington, INC MIN

Appendices
Table 8.01d (continued)
Name Depth pH K Hydrology Plasti• Textural Classification' ---
Group city USDA Unified AASHTO
MCCOLL
0-9
4.5-7.3
0.24
D
4-12
SL, FSL
SC, SM-SC
A-2
0-9
4.5-7.3
0.24
D
5-20
SCL, CL, L
SC, CL-ML, CL,
SM-SC
A4,A-6
9-13
4.5-5.5
0.24
D
8.23
CL, SC, C
SC, CL
A4, A6, A-7
1342
4.5-5.5
0.24
D
3.15
SCL, CL, SC
SC, SM-SC, CL,
CL-ML
A-^., Apt, A6
42-80
4.5-5.5
0.32
D
3-22
SCL, SL, SC
SM, SC, SM-SC
A-2, A-t, A-6, A-7
MECKLENBURG
0-8
5.6-7.3
0.24
C
NP-15
1, FSL, SL
ML, SM
A4, A6, A-7-6
0-8
5.6-7.3
0.17
1 C
NP-12
GR-L, GRSL, OR-FSL
GM, SM, GP -GM,
SP-SM
A-2, A -I
0-8
5.6-7.3
0.28
C
11-25
CL, SCL
CL
A-6, A-7-6
8-25
5.6-7.3
0.32
C
2445
C ,
CH, MH
A.7
25-36
5.6-7.3
0.32
C
11-25
L. SCL, CL
CL, ML
A4, A-6, A-7
3660
C
WB
MEGGETT
0-8
4.56.5
0.24
D
NP
FSL, SL, IS
SM
A-2, A4
0-8
4.56.5
0.28
D
NP-10
1., CL
ML. CL-ML
A4
8-16
5.1-8.4
0.32
D
20.30
C, SC, CL
CH, MH, CL
A6, A-7
16-52
6.1-8.4
0.32
D
20-30
C, SC, CL
CH, MH, CL
A6, A-7
52.65
6.1-8.4
0.28
D
NP-25
SC, CL, SCL
CL. SC, SM
A4, A6
MISENHEIMER
0-14
3.6-5.5
0.20
B
NP-10
CN-SIL, CN-L
GM, SM, ML
A4
14-25
B
WB
25
B
UWB
MOLENA
0-7
4.56.5
0.10
A
NP
S, LS
SM, SP-SM
A-2, A-3
7-51
4.56.0
0.17
A
NP
LFS, LS
SM, SP-SM
A-2, A-3
51-60
4.56.0
0.15
A
NP
S. COS, GR-S
SP, SPSM
A-2, A-3
MURVE.LE
0-8
3.6-5.5
0.10
A/D
NP
FS, S, LFS
SP-SM,SM
A-2, A-3
B45
3.6-5.5
0.10
A/D
NP
FS, S, LFS
SM, SP-SM
A-2
45-56
3.6-5.5
0.10
A/D
NP
FS, S
SP-SM, SP
A-2, A-3
56-70
AID
Var
MUSELLA
04
5.1-65
0.20
B
NP-10
GR-CL, GRSCL
SM, SC, SM-SC
A-2, A-4
04
5.16.5
0.32
B
NP-10
CL, SCL
SM, SC, SMSC, ML
A4
4-14
5.16.5
0.32
B
I1-20
GR-CL, CL
MI, CL, SM, SC
A6, A-7
14-I8
5.16.5
0.28
B
8.15
GRV-CL
SM, SC, GC
A-4, A-6
1860
B
WB
MYATT
0-10
4.56.0
0.28
D
NP-5
FSL, SL, VFSL
SM, SM-SC, ML,
CL-ML
A-2, A-4
0-10
4.56.0
0.32
, D
NP-5
SIL., L
ML, CL-ML
A4
0-10
4.5-5.5
0.20
D
NP4
LS, LFS
SM, SMSC, CL-ML
A-2
10-50
3.6-5.5
0.28
D
NP-10
L. SC4 CL
SM, SC, ML, CL
A4
50.72
3.6-5.5
0.24
D
5-20
GR-FSL, SCL, CL
SM-SC, SC,
CL-MI CL
A-6, A-4, A-2
NAHUNTA
0-12
4.56.0
0.43
C
NP-10
VFSL, 1., SIL
MI, CL-ML, CL
A4
12-79
3.6-5.5
0.43
C
8-30
L, CL, SICL
CL
A4, A-6, A-7
NASON
0-9
4.56.5
0.37
C
NP-10
L, SIL, FSL
ML, CL-MI„ SM
A4
0-9
4.56.5
0.37
C
11-20
SICL
CL
A6, A-7
9-38
4.5-5.5
0.28
C
15-30
SICL, SIC,C
CL, CH, MH
A-7
38-50
4.5-5.5
0.28
C
4-12
CN-SIL, SIL, L
CL-ML, SC, GM -GC
A-2, A-4, A6
50
C
WB
NEWHAN
0-64
3.6-7.8
0.10
A
NP
FS,S
SP
A-3
NIXONTON
0-34
5.16.5
0.37
B
NP-7
VFSL, 1., SIL
CL-ML, ML
A4
34-80
5.16.5
0.32
B
NP
LFS, LS, FS
SM, SP-SM
A-2
'See Tables 8.01b, 8.01c and Figure 8.01d for definition of symbols.
Coastal Site Ca�iga,
NC
P.O. Box 4041
Wilmington, NO 24.06
8.01.25

06/24/2005 15:41
LANDMANAGEMENT
PAGE 02/04
zand, t" 'em.04d 51"Va, Inc.
�ivmr�rima�nlal `�ns'raa�la�n�
5°i Tylna ." w 2522
Omm"imf/an, AmiA rooamn/mus 28/02
4
Je%oA",w .910-4.52-0004
,Alain qtw
.Mile 95
gimsY.° t"'. i V'W 9aa i.
Howard Resnick
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28402
.rA'WC4 Af/j' M:
9..A7-5Y� 41420
w4 ` 60/aa+ .ri/neal
-Aa dw, ./ T 2795/
9114mw: 252-G7y- moo
June 24, 2005
Reference: Stormwater Infiltration at Seaside United Methodist Church Site, Seaside,
NC,
Howard,
On June 2, 2005, Land Management Group, Inc. evaluated the rear portion of the
parcel for soil characterization for use in the stormwater design. Vince Lewis, DNER
Soil Scientist was also present at the meeting. The purpose of the evaluation was to
describe the soil profile, quantify the depth to the seasonal high water table, and to inform
the project engineer of any potential limitations of this project. Estimates of field
permeability are based upon soil textures.
The soils at this site are natural coastal plain sediments. The client provided a
backhoe onsite to al low for quick, thorough assessment of the upper profile horizons at
four locations on this site. The estimated seasonal high water table and permeability was
determined to be at twenty-four inches below surface grade based upon field estimates.
The attached figure one shows the site plan and the excavations. The table
included shows the permeability and the depth to seasonal water table at each pit.
Our conclusion on this site was to utilize location one for a minor portion of
stormwater runoff and locations three and four to handle the major portion of the runoff.
Construction of a berm around the infiltration area may be needed to maintain the twenty-
C:1Deta\BRUNSWtCK\,SeASIDE WTHODTST CHtshmmwd" Report.doc - 1 -
Coastal Site Design, PC
P.O. BOX 4041
Wilmington, NC 28406

0b/24/2005 16:41
9104520060
LANDMANAGEMENT
PAGE 03/04
four inch separation. Please do not hesitate to contact me if you have any questions
regarding the soil resources below any proposed stormwater device that is proposed
within the study area. I maybe reached at 910-452-0001, or at [e-mail].
Number 57
Sincerely,
G. Craig Turner
Vice President
Land Management Group Inc.
NC Licensed Soil Scientist, #1091
SC Professional Soil Classifier, 457
C:Vmts\aRUNSWICK)SRA$FDF K=- OojST C %k—nw9" RcW.dM - 2 -
APCOastal Site Design, PCCO.9ox 4041
Wilmington, NC 28406

06/24/2005 16:41 . 9104520060 LANDMANAGEMENT PAGE 04/04
�/ I _
A
A
4P
2
n
7
Soils evaluation based on soil pits only. Locations not surveyed in. Upland areas outside of
area evaluated were not considered in this testing. Additional site testing may be necessary if
other application sites are desired. No wetlands can be used for stormwater disposal. Site
subject to review and approval by DNER personnel prior to approval of proposed system.
SVVT EST
DEPTH PERMEABILITY
Boring # (inches) _(inches/hour)
1 36 +12-15
2 18 +4-6
3 24 +6-9
36 +12-15
FIGURE ONE
SOIL EVALUATION
6 r ST08
Seaside United Methodist Ch6r6h
Brunswick County, NC. sheet of
4!�ko'sa 1091 V'#0000 Job: OMS-402 Re: d..?sesiaWs UMC/Wtwnmtffr bodngs
LAND MANAGEMENT GROUP, INCC
-
P.O. Box 2522
P
2
$.0 Certification Wilmington, NC 28402 rw 910-452AQ
Number 57 _t4d" scare:N.T.S. 106124/05
Coastal Site Design, PC
P.O.
lkBox 4041
-1 Wilmiqlon, NC
26406
P.O.

GWLStudy
Groundwater Field Study
Seaside United Methodist Church
June 2, 2005
Four test pits were excavated by Heath Construction Co. backhoe and the pits were examined by
the following.
Vince Lewis, N.C. DEHNR
Robert Gordon, N.C. DEHNER (Plan Review)
Craig Turner, Land Management
Joe Walker, Ellis -Walker Builders
Al Seibert, Seaside U.M.C.
Ted Russell, Seaside U.M.C.
The first 3 test pits were excavated south of the buildings, near the southern parking lot, and TP-
4 was excavated in the northeast corner of the site. Conclusions and comments of the State
representatives are summarized as follows.
Test Pit # 1: Mottling, as an indication of seasonably high water level, observed @ 3 ft.
Ground Surface Elevation 27.4 — cut 1 ft. to establish infiltration level at 26.4.
Open grassed basin with berm for containment of "State Water" (1.5 inches), and
a grassed weir spillway.
Test Pit # 2: Mottling as an indication of seasonably high groundwater level, observed at 1.5 ft.
Ground Surface Elevation 26.8 — Location no good for infiltration of stoimwater
Test Pit #3: Mottling as an indication of seasonably high groundwater level, observed @ 2.0
ft.
Ground Surface Elevation 27.2 — Infiltration acceptable from surface level
Test Pit # 4: Mottling as an indication of seasonably high groundwater level, observed @ 3 ft.
"Sandy soils more porous than at southern end of site —more freedom available"
Ground Surface Elevation 31.4 — cut 1 ft, to establish infiltration level at 30.4
with similar suggestions as at TP-1. "Consider a beach volley ball court here — it
is ok to undercut say 6 inches below the infiltration level and fill with clean
beach sand" ,
General approach as follows was discussed and is acceptable to the State representatives.
Coastal Site Design, PC
P.O. BOX 4041
Vilminoon, NC 28406

1. Determine if existing stormwater basin has any reserve capacity. If it does, we'll try
to get some of the northern impervious surface drainage into the basin. (Robert
Gordon has only been with DEHNR a couple months and says if Linda Lewis says
we can use this reserve capacity then go for it.)
The major new building complex roofs will be directed to drain to an open shallow
infiltration basin along the edge of pavement south of the buildings (TP-1 and TP-3
locations) Will likely require filling the yard area south of the buildings to get pipe
cover.
The new impervious area north of the buildings (youth room/kitchen
/pavement) will be directed into another shallow surface infiltration basin at the
TP-4 location.
4. No piped basin discharges, or concrete weirs/spillways are needed. State seems
satisfied that our entire lawn area east and south of the buildings is functioning as an
unofficial "infiltration basin" as stormwater is not observed going off -site through the
18" RCP driveway culvert in the southeast corner of the site. Therefore our new
basins may overflow into the lawn infiltration basin.
Coastal Site Design, PC
P.O. Box 4041
Wilminglon, NC 28406

N
�34
'azt, eza cti-I -_�*

_ 8 6Z 8Z LZ
62
62 i
Z
v
\� LZ
8
N
OD
w
z
> GOpLUOIu'4-(�1Z �1L-eln S'(1;D��
:jliu_ z1.Zoo_S
�,.iv �NGg LF `lflS u.c. Dc_r+.NSL
,goy LA� l�orZpO U, 1„G: Oeu�TL
;CQAI (� TUIe,.iaQ, I�A,.,t> IyiA�.IAL�x'.'
1
0 25 50 100 150
t' t
Coastal Site
ULO
MCCIURE MOPIONS
erchltm
PRELIMINARY
NOT FOR
CONSTRUCTION
NEW WORSHIP
CENTER
Seaside United
Methodist Church
Sunset Beach, NC
Design Development
Drawings
SRE PLM
SP.01
Wilmington, NC 2W6

. .4 .
Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave., 2-7%
0.10-0.15
Sandy soil, steep, 7%
0.15-0.20
Residential:
Heavy soil, flat, 2%
0.13-0.17
Single-family areas
0.30-0.50
Heavy soil, ave., 2-7%
0.18-0.22
Mufti units, detached
0.40-0.60
Heavy soil, steep, 7%
0.25-0.35
Mufti units, attached
0.60.0.75
Suburban
0.25-0.40
Agricultural land:
Bare packed soil
Industrial:
Smooth
0.30-0.60
Light areas
0.50-0.80
Rough
0.20-0.50
Heavy areas
0.60-0.90
Cultivated rows
Heavy soil no crop
0.30-0.60
Parks, cemeteries
0.10-0.25
Heavy soil with crop
0.20-0.50
Sandy soil no crop
0.20-0.40
Playgrounds
0.20-0.35
Sandy soil with crop
0.10-0.25
Pasture
Railroad yard areas
0.20.0.40
Heavy soil
0.15-0.45
Sandy soil
0.05-0.25
Unimproved areas
0.10-0.30
Woodlands
0.05-0.25
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.75-0.85
NOTE: The designer must use judgment to select the appropriate C value
within the range for the appropriate land use. Generally, larger areas with
permeable soils, flat slopes, and dense vegetation should have lowest C
values. Smaller areas with slowly permeable soils, steep slopes,
and
sparse vegetation should
be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g—source: North Carolina State highway Commission; Jan.
1973). Select the chart for the locality closest to your location. Enter die
"duration" axis of the chart with the calculated time of concentration, T0. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step 5. Determine peak discharge, 0 (O/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
Coastal 041 D' 511 i , pc
8.03.2 A
P0. Box 4041
Whington, NC 28406

Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A B C D
Land Use/Cover
Cultivated land
without conservation
72
with conservation
62
Pasture land
poor condition
68
fair condition
49
good condition
39
Meadow
good condition
30
Wood or forest land
Thin stand - poor cover, no mulch
45
Good stand - good cover
25
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
fair condition:
grass cover on 50
to 75% of the area
49
Commercial and business
areas (85% impervious)
89
Industrial districts
(72% impervious)
81
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1 /8 acre or less 65
77
114 acre 38
61
1/3 acre 30
57
1/2 acre 25
54
1 acre 20
51
2 acre 15
47
Paved parking lots, roofs,
driveways, etc.
98
Streets and roads
paved with curbs and
storm sewers
98
gravel
76
dirt
72
Newly graded area
81
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
Lot sizes of 12 acre
85
Lot sizes of 1 acre
82
Lot sizes of 2 acres
81
81
88
91
71
78
81
79
86
89
69
79
84
61
74
80
58
71
78
66
77
83
55
70
77
61
74
80
69
79
84
92
94
95
88
91
93
85
90
92
75
83
87
72
81
86
70
80
85
68
79
84
66
77
81
98
98
98
98
98
98
85
89
91
82
87
89
89
93
95
93
95
97
91
94
96
90
93
95
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
8.03.10
Coastal Slte Design, r"C
P.O. Box 4041
Wilmington, NC 28406
Rev. IM

Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical
Soil
Grass Lining
Permissible Velocity
Channel Slope
Characteristics2
for Established Grass
Application
Lining (fVsec)
0-5%
Easily Erodible
Bermudagrass
5.0
Non -plastic
Tall fescue
4.5
(Sands & Silts)
Bahiagrass
4.5
Kentucky bluegrass
4.5
Grass -legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tali fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass -legume mixture
4.5
5-10%
Easily Erodible
Bermudagrass
4.5
Non -plastic
Tall fescue
4.0
(Sands & Sifts)
Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
Tali fescue
5.0
(Clay Mixes)
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grass -legume mixture
3.5
>10%,
Easily Erodible
Bermudagrass
3.5
Non plastic
Tail fescue
2.5
(Sands & Sifts)
Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tall fescue
3.5
(Clay Mixes)
Bahiagrass
3.5
Kentucky bluegrass
3.5
Source: USDA-SCS Modified
NOTE:'Permissible Velocity based on 10-yr storm peak runoff
ZSoil erodibility based
on resistance to soil movement from concentrated flowing water.
aBefore grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross -Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are "W-shaped, par-
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
8.05.4 r Coastal Site Des!gii, FC
fib:; fw P.O. Box 4041
J Wilmington, NG 28406

PROPOSED NEWHANOYER COUNTY STORMWATER DESIGNMANUAL
SECTION 40 - RUNOFF DETERMINATION PROCEDURES
TABLE 40-3
NEW HANOVER COUNTY
DEPTH - DURATION - FREQUENCY TABLE
TABLE 40-3A
Duration
Return Period
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(time)
(in)
(in) _
(in)
(in)
(in)
(in)
5 min
0.49
0.55
0.60
0.68
0.74
0.80
10 min
0.88
0.99
1.07
1.20
1.31
1.41
15 min
1.15
1.29
1.40
1.57
1.70
1.84
30 min
1.62
1.92
2.14
2.47
2.73
2.99
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
2.50
3.30
3.60
4.20
4.70
5.20
3 hr
2.80
3.50
4.05
4.70
5.20
5.80
6 hr
3.30
4.20
4.82
5.71
6.40
7.00
12 hr
3.90
5.00
5.80
6.90
7.70
8.60
24 hr
4.50
5.80 1
7.00
8.05
9.00 1
10.00
TABLE 40-3B
Duration
Return Period
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(time)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(m/hr)
(in/hr)
5 min
5.88
6.63
7.23
8.15
8.87
9.60
10 min
5.28
5.91
6.43
7.22
7.85
8.48
15 min
4.60
5.15
5.59
6.27
6.82
7.36
30 min
3.23
3.84
4.28
4.94
5.46
5.97
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
1.25
1.65
' 1.80
2.10
2.35
2.60
3 hr
0.93
1.17
1.35
1.57
1.73
1.93
6 hr
0.55
0.70
0.80
0.95
1.07
1.17
12 hr
0.33
0.42
0.48
0.58
0.64
0.72
24 hr
0.19
0.24 1
0.29
0.34
0.38
0.42
Source: Latest Versions of NWS TP-40 and NWS Hydro-35
JUNE 14, 2000 l aR OE5.3 I;E ES C
J {, P.0 Box 4041
V;+tmis�ton, IVC 29406
PAGE 40-5

IRO TMni 1S14 ShrulM. IVW1gi�s M. Gonn. Wu 01471 To Wan R EME FREE 11 MM

JOB. Chvroh
DATE
SITEWORKS DESIGN GROUP, P.A.
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
SHEET NO, t OF
CALCULATEDBY /Elb �(' - DATE �, — � - 9 /
CHECKED BV
Ir" F
DA'� 2.53 ac' jmrJervrougl } p�i,l3
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JOB Seos'je um 9 icc)")
SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
SHEET NO. OF
-
CALCULATEDGY n L DATE
CHECKED BY DATE
B9AEE Storrnwafer c@/cu/a-h'0'7-5
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SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
JOB seesl6e fit-, `11CU�f
SHEET NO. Z OF
CALCULATED BY A P L-
CHECKED BY
DATE 5 I
DATE

JOB,251��
SITEWORKS DESIGN GROUP SHEET NO. OF—
P.O. Box 3988 CALCULATED BY DATE r
WILMINGTON, NORTH CAROLINA 28406
[phone] CHECKED BY ^ DATE -
SCALE Orar�.o%wo c01cQ1ahb'-?

Data for
SEASIDE U.M.
CHURCH 91009
Page 1
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
WATERSHED ROUTING DIAGRAM
t
T
O O o
� T o
a a a
ut20 ,
OSUBCRTCHMENT ❑ RERCH '�\ POND LINK

Data for
SEASIDE U.M.
CHURCH 91009
Page 2
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
SUBCATCHMENT 1 to 9999
RUNOFF BY
RATIONAL METHOD: DURATION= 10 MIN
INTEN= 6.30 IN/HR
SUBCAT
AREA LEN
SLOPE Tc
WGT'D
PEAK
NUMBER
(ACRE) (FT)
(-%) (MIN)
--- GROUND COVERS
(96CN) --- CN C
(CFS)
1
.63 -
- 10
100 000 - -
- - .70
2.2
2
3.00 -
- 10
100-00 - -
- - .35
5.3
3
.22 -
- 10
100-%00 - -
- - .70
.8
4
1.00 -
- 10
1009600 - -
- - .35
i.8
5
.30 -
- 10
1009600 - -
- - .35
.5
6
.34 -
- 10
1009600 - -
- - .35
.6

Data for
SEASIDE U.M.
CHURCH 91009
Page 3
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
REACH 1 to 9999
REACH ROUTING BY STOR-IND METHOD
REACH BOTTOM SIDE PEAK CONTACT PEAK
NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME gout
/TAI\ /CTt /CT1 /CT/CT\ /CT1 /CT/CT1 /CDC1 /CCr1 /r CC
1 -
- 1.0
.33
.33
.020
390
.0050
2.0
193
1.5
2 -
- 1.5
.33
.33
.020
480
.0050
2.6
186
4.0
3 -
- 1.0
.33
.33
.020
260
.0050
1.6
165
.5
4 18.0
- -
-
-
.013
40
.0125
3.5
it
.5
5 -
- 2.0
.33
.33
020
130
.0050
1.6
83
.5
6 -
- 5.0
.50
.50
.030
400
.0050
1.5
260
1.1
7 24.0
- -
-
-
.013
30
.0030
1.6
19
0.0
8 -
- 3.0
.33
.33
.020
55
.0030
1.1
50
0.0
9 -
- 1.0
.33
.33
.020
260
.0050
1.4
185
.4

Data for SEASIDE U.M. CHURCH 91009
Prepared by SITEWORKS DESIGN GROUP, P.A.
Page 4
7 May 91
POND 1 to 1_____________________---- __________________________________________
POND 1 POND 1
STARTING ELEV= 24.0 FT
FLOOD ELEV= 27.1 FT
ELEVATION CON.AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
24.0 3987 0 0
26.1. 5510 9929 9929
27.1 6328 5914 15843
STOR-IND METHOD
PEAK ELEVATION= 24.4 FT
PEAK STORAGE = 1925 CF
Qin = 1.6 CFS @ .28 HRS
Qout= 0.0 CFS @ .70 HRS
ATTEN= 99 -% LAG= 25.1 MIN
IN/OUT= .05 / .03 AF
INVERT (FT) OUTLET DEVICES
26.1 6.5' SHARP -CRESTED WEIR
Q=C L H'1.5 C=3.27+.4 H/1 L=Length-2(.1 H)
24.0 1.2" ORIFICE
Q=.6 PI r 2 SQR(2g) SQR(H-r)
TOTAL DISCHARGE vs ELEVATION
FEET
0.0
.1
.2
.3
.4
.5
.6
.7
.8
.9
24.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
.1
.1
26.0
.1
.1
.7
2.0
3.6
5.6
7.9
10.5
13.3
16.3
27.0
19.7
23.2
26.9

SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
JOB
S� :J �. Chut�,h 9/a:>�
SHEET NO. OF q
CALCULATED BY CL 5 DATE
CHECKED BY DATE
SCALE

SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
JOB S-If CS. Z �/ ^ i. C-.
SHEET NO. OF
CALCULATEDBYmil-jr DATE 7 L7
CHECKED BY DATE —
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SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
JOB s E I-) r i 0c: c- 5-1 —'(°
SHEET NO. — OF
CALCULATED BY C L I DATE
CHECKED BY DATE
Be kt � Q 0 S, o ON1 7rZ o L. rALCU —07­16, S
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SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
JOB
SHEET NO. OF
CALCULATED BY f1 - DATE
CHECKED BY DATE

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
August 10, 2005
Rob Gordon
Environmental Engineer
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Submittal
Seaside United Methodist Church
Sunset Beach
Brunswick County
CSD Project No. 04-0047
Dear Mr. Gordon:
Enclosed please find the following items for the referenced project:
original and one (1) copy of the completed Stormwater Management Permit Application and Infiltration Basin
Supplements
$4,000.00 application fee
one (1) copy of the Stormwater Management Calculations
two (2) copies of sheets I through 3 entitled "Sediment & Erosion and Control & Stormwater Management
Plan'
one (1) copy of sheet I of 1, the Drainage area and Impervious Surface Delineation Map
one (1) copy of the draft restrictive covenants
one (1) copy of the Express Review Narrative
Stormwater on this project will be treated using two (2) infiltration basins.
We request NCDENR certification of compliance of this project with stornnwater regulations. Thank you for your
consideration of this request. Please call if you require any additional information.
Very truly yours,
Howard Resnik, P.E.
Encl.: As noted above
AUG 1 ONO
cc: Ted Russell ,e-�

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
August 10, 2005
PROJECT NAME: Seaside United Methodist Church Improvements
Existing SW Project No. 910805
PROJECT DESCRIPTION: Seaside United Methodist Church is an existing church site located on SR 904 in Sunset
Beach, Brunswick County, NC. The tract is 5.23 acres in size. The existing site currently uses a state approved
stormwater nlanagemtent pond (SW Project No. 910805) to treat runoff from impervious surfaces. The project is located
within '/2 mile of SA waters, and is proposing using two (2) infiltration basins to treat the stormwater generated from the
new impervious to be constructed during this phase of improvements. One, of the new proposed infiltration basins has
been oversized to accommodate future impervious (of unknown exact area) to be constructed during a later phase of
improvements. Some amount of existing impervious surface currently draining to the pond is proposed to be removed.
Consequently, only the net increase in impervious is proposed to be treated in the infiltration basins.
PROJECT 13MP: High density with mile of SA waters / two (2) infiltration basins
STORMWA,rFR L'NGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington,NC 28406
Howard Resnik, PE
howard a. coastalsitedesi ng com
910 791 4441 office
910 791 1501 fax
910 540 0959 mobile

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
51WP`V��M&)1-A0J)Sf-
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Mailing Address for person listed in item 2 above:
_ 60o Seas)de i?oud ScJ ,t� �' �
City:— Bed" State:_2v �i zip: c'-D4(6
Telephone Number: ( IJ/O ) 5 %9 - 5-75'i3
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
5. Location of Project (street address):
1-40-U
City:J�un 1p _ zo I1/7 County: _S r UrLSW,`C k t�mNti
6. Directions to project (from nearest major intersection):
So-A4
'Al PWJa0'- OA +1 MY I+w. c( SJ CC- oG MseC a :4t /9xJlt TJ'uce
7. Latitude:_ "T.4 00 Longitude: 7760r_D '00" of project
8., Contact person who can answer questions about the project:
Name:�2 Telephone Number: ( 9(0 ) '7.9/ -44VVI
it. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal _Modification
Form SWU-101 Version 3.99 Page I of

State of North Carolina
Department of Environment, Health, and Natural
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT
Jonathan B. Howes, Secretary WATER QUALITY SECTION
January 19, 1995
Mr. Kemp Causey
Seaside United Methodist Church
BY FAX [phone]
Dear Mr. Causey:
Resources
Bob Jamieson
Regional Manager
I found the Engineer's Certification for the project, but I will be checking for the completion of
the items associated with the vegetated filter, the rip rap, and the pavement coverage discrepancies (no
revised plans dealing with the deleted planted islands have been submitted). I believe the additional paved
area created by deleting the planted islands can be accounted for in the submittal of plans for the next
phase. While the pond has been sized for all phases, any changes or deviations from the originally
approved plans must be submitted for review and approval. The deletion of the planted islands is
considered a deviation from the original.
I am planning a trip to Brunswick County on Monday, January 23, 1995. I will follow up on the
remaining items at that time, and forward any concerns, or if all is well, I will forward the Compliance
Status.
Sincerely„
Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORNfWAT\LETTERS\910805.JAN
cc: Linda Lewis
Delaney Aycock, Brunswick County Building Inspections
Joseph Hill, P.E.
F3
127 Cardinal Drive E,u,nsinn, Wilmington, N.C. 28405-3345 • Tcicphone 910-395-3900 • Fax [phone]
An Equal Opportunity Aftinative Action Employer

; S ITEWORKS
Design Group, P.A.
April 14, 1994
Mr. R.I (-V ill. Vr 2 i' <,�t l f, .t l �N C, r'•✓l c`�!T
wiim:rngl m ReErir,ntl Cti ^e DIE'INR
12', ;Jard,inal Drive: hYt�n"ic,❑
wilm.i.ngt.<in, Plc; 2&405-3845
ST: sca,;ide, U11
3tccrmw_rter• I'r.c�i�•o�t, 't9J.030c�
L+etu- Mr. !"Kiver:
910/799-6808
Fax [phone]
APR 1 5 19?4
At the requ,=,st of the. - ,u.u-ch, we have done a preii.mir;ar„y
review of the co'nst;ru,-tion of tiie stormwater control measur,�s.
Ther+� are several deficiencies which we will be working_: with thrt
church t.o correct in the rear fl-ttu.re.
The `l iS ?Y. mYiatel' con UL-,,,l. measures were designed to acc.omodate
the existing and future development plans for this sit•:;. The
existing developed area consist::: of 0.94 acres of impervious .area
which is 18 percent o:f tl,e tctai ite. It is my understandi rip
that, this cov,_,r•age :is less +hart the 1.0 acre impe.rvinu_s / 30i';
co rage l mi'ts :in the regulations and would therefore be exempt
from stormwater managemerrt requirements at this time.
If rry interpret ttion ;,f the regulations is correct: and the
church is in fact, in compliance at this time, please r;otify them
in writ;.i.r�tg that tttry c.an e._tse their concerns about breal�inL
the law and b(fing s+:bie,ci; to F,:nforcement action. They have
assured MC- tiie:y i;ttey wi.l.l di.l.i.gent1y pursue rem<:dyi.r+" t1;
in t11,,tormw'atu.r re;tc ntlOn system.
; C'i'hwOfi'FC _j F 1M GEIngF'. F��t
41,..�.-
C. L_awecrt :'•zt c,dn, Jr. F'G
IuuunUUU( APR 1 5 1994 U
u t IV]
zoj # _.
P.O. Box 3988 ® Wilmington North Carolina 28406-3988

Y�. RI:" ln':Sn Resional
in an a a I Pan 7 n � ac 0 qa
:10:. of �enl:n, anc NaZLP07
11; _w-ninal D. Iersiwr'
Allminitan. 4. 0. AUT-3SK''
AUECT: Vormwator Frolsat ND. VOW,
leasida Unizaci KEthndisi. clurzn
�ear W. inl�nc:
APR 14 1994
1 an in rs:eiot cf j:ur Attar A March 12, 00a to Mr. Kennezro
Sr,wsny -n regard: no ore Aurmwa:s Tr2jec; 4of sssi:ide Units,-,
mernndIE7 Uucch. Ir. Bridges is r* Wr;er a rembar*& the Eiy-c�
07 -Iusneez and, as a new member Wy ore 7ruzzess. my aFAV"Ment
resolve an 0;ar,ac: Fraje:z.
i nave had n d!:ouF;'nr with sir. Da%* AtnlnE an_. Mr. Larr
aneemen, toe wasiq� Ergimser. Please oe ajviEed Or the f0710,
1, Ar, Rick Trommkins, a wspisnersa furveyor, neE oneparea --
sur.av of what 0 on size as of ApPK 4. 1994. This Eurvo-
Vas oeen forwarnFO to my. Snesden far WE reviEw.
2, No. A7�irs, A your onsif. susciasned that we could uze ria-
pop on ire side of r4e O:no nearest 00 the parking Wt. smw-e
ore y;;W is not 2:..
Foe Zrash ra"o 1 are *Vra, wrepareo ard W! K be instal !an in
the near funwre.
Fra camozy 07 this Wnter is 70 ad"iss you of the a2tiono
ta�er and is recuszt toat one ciaw K Qril W. 199d for ts7wl
�esoi%wyenz te w.Enas&. Please be assured onst a
zomminmeni: will ta macis until zhe ocojelt is :Smolerso and
Ric Oct ea.
Ecart zV Trustee-
7--s-aa Vnited KelnodiFv VnVVC'-:
-A Or:
APR 1 4 1994
DEM --

e.;
a
State of North Carolina
Department of Environment, Health, and Natural
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT
Jonathan B. Howes, Secretary
July 26, 1993
Mr. E. Paul Justice
Seaside United Methodist Church
Route 2, Box 52-A
Ocean Isle Beach, North Carolina 28469
Dear Mr. Justice:
Resources
Bob Jamieson
Regional Manager
Subject: REQUEST FOR ENGINEER'S CERTIFICATION
Stonnwater Project No. 910805
Seaside United Methodist Church
Brunswick County
On February 5, 1992, the Division of Environmental Management issued a Certification of
Compliance with Stornwater Regulations for Seaside United Methodist Church. Stormwater Regulation
15A NCAC 2H.1003(k)(3) stipulates the following:
Upon completion of construction, a registered professional appropriate for the type of
Stonnwater system designed must certify that the system was inspected during construction
and was constructed in substantial conformity with plans and specifications reviewed by
the Division and complies with the requirements of this rule.
As of this date, our records indicate the required engineer's certification has not been received.
A prior requst was made on December 18, 1992. Operation of the stonnwater system prior to submission
of the required certification is in violation of NCAC 2H.1003(1) in accordance with NCGS 143-215.6.
Since construction of the subject project has been completed, please submit the required certification
(attached) immediately. Construction is considered complete at the time the project is occupied by an
owner or tenant for its intended use.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal opportunity Affirmative Action Employer

`1 Mr. Justice
July 26, 1993
Stormwater Project No. 910805
If you have any questions concerning this matter, please call Ms. Linda Lewis or me at (919) 395-
Sincerely,
YOU --
Dave Adkins
Water Quality Supervisor
DAlarl: S:\WQS\STORMWAT\PEREQ\910805.JUL
cc: Mr. T.D. Roberson, Ocean Isle Beach Inspections
Mr. Larry Sneeden, P.E., Siteworks Design Group
(2) Linda Lewis
Central Files

ME Mo
TO: F/�-
DATE: /—ZO- / 3
SUBJECT: CJG2S/ V e O/V GAYI'V/
�16805
1e/ephaoe COIWI-sa�o/-).
j.5 pur lh
Z. Er�ansion of P�,,�C i�g lof is eXPecfe�
however dwe iv ode �� S 9r'ao� nq
soon
-i'p �ei" s'forM w a f/e� �rort7
1(77)
A'✓e5 2V911 a6142.
he- imfo ss I ble
l"em air o%� o
From:
Syr. North Carolina Department of Environment,
Health and Natural Resources j�°�
1 �a� 7 i? � afimea on n�iae rape,

a
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
William W. Cobey, Jr., Secretary Regional Manager
December 18, 1992
DIVISION OF ENVIRONMENTAL MANAGEMENT
Mr. E. Paul Justice
Seaside United Methodist Church
Route 2 Box 52-A
Ocean Isle Beach, North Carolina 28469
Subject: Request for Professional Engineers
Certification of Stormwater Compliance
Stormwater Project No. 910805
Seaside United Methodist Church
Brunswick County
Dear Mr. Justice:
On February 5, 1992, the Division of Environmental Management issued a Certification of
Compliance with Stormwater Regulations for Seaside United Methodist Church. Stormwater
Regulation 15A NCAC 2H.1003(k)(3) stipulates the following:
Upon completion of construction, a registered professional appropriate for the type of
Stormwater system designed must certify that the system was inspected during
constriction and was constructed in substantial conformity with plans and specifications
reviewed by the division and complies with the requirements of this rule.
As of this date, our records indicate the required engineer's certification has not been
received. Operation of the stormwater system prior to submission of the required certification is in
violation of NCAC 211.1003(1) in accordance with NCGS 143-215.6. If construction of Phase I of
the subject project has not been completed, please provided written notification to this Office prior to
December 31, 1992 which includes the present phase of construction and the expected date of
construction completion. If Phase I of the facility has been constructed and placed in operation,
please submit the required certification (attached) immediately.
-continued-
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Justice
December 18, 1992
Stormwater Project No.910805
If you have any questions concerning this matter, please call Ms. Linda Lewis or me at (919)
395-3900.
Sincerely,
Dave Adkins
Water Quality Supervisor
DA/arl: 910805.DEC
cc: Mr. Robert 'bicker, Brunswick, Brunswick County Inspections
(2) Linda Lewis
Central Files

Seaside United Methodist Church
910805
Engineer's Certification
I, , as a duly registered Professional Engineer in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time) the
constriction of the project,
for (Project Owner) hereby state that, to
the best of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
Signature
Registration Number
Date

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number_-910805- and its issue date (if known)
3. Specify the type of project (check one):
_Low Density XHigh Density Redevelop _General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major K Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
II[. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
2. Stormwater runoff from this project drains to the _ _Z—am Lr River basin.
3. Total Project Area: 5, Z 3 acres 4. Project Built Upon Area: %
5. How many drainage areas does the project have? d $tiC
3 o
�21 ttem °r
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area I
Drainage Area 2
Receiving Stream Name.
Receiving Stream Class
ld
Drainage Area
, Z(
I , 3Z a
Existing Impervious* Area
Proposed Impervious`Area
Q, 0
! 70 0. OS- ae
% Impervious` Area (total)
Impervious Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
_
S D, •CO ac
On -site Streets
_
On -site Parking
Z O,OG o
On -site Sidewalks
¢ OO a
Othe site
4 60, O ac
Off -site
Total: 7 B/Z 5T O,OGac
TotaCd� 40 /,pt;4c
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
RECEIVED
Form SWU-101 Version 3.99 Page 2 of AUG 8 2005
r
BY:
DA- 3
SA�JlGh,✓
IIG� 000 SP�2•!C <a�
•Ig1
05
37, 36 L sF &Lg'c)
7 p. DLO srli• 80ac
1IS, 98Z sFlc• 6!<0)

7. 1-low was the off -site impervious area listed above derived? N/f1- _
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No snore than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4.. Built -upon area in excess of the permitted amount requires a state stormwaler management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state: stormwater management permit supplement form(s) listed below roust be submitted for each
13MP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SW U-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Init'al
Original and one copy of the Stormwater Management Permit Application Form —
• One copy of the applicable Supplement Form(s) for each BMP _
• Permit application processing fee of`442(7or(payable to NCDENRZY4r000!�—
• Detailed narrative description of stormwater treatment/management /�t2
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high.water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished Floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VIL ACENTAUTIIORIZATION
If.you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):_e'_"0'a544 Z%r
Mailing Address: P O. E3' (Od
City: ry /n _{bn State: AICL zip: Z 940 h
Phone: ( 9/0 ) -7 1 Fax: lO ) 7,91— /SO l
Vlll. APP IC SCERTIFICATION \y,I
1, (print or ty a to ffpersonT ed in General Information, item 2) 1 l=os 1' ••��'Eu L
certify tha tl in r 'on iclu on this permit. application form is, to the best of my knowledge, correct and
that the p cje t I e co ist ucted in o`tformance with the approved plans, that the required deed restrictions
and prole c[i cc ants I be recorded and that the proposed project complies with the requirements of 15A
NCAC 211 .1 0.
Signature:__ WN ) � / Date: 2C05
Form S WU-101 Version 3.99 Page 4 of 4

FAX COVER SHEET
Date:
August 16, 2005
To:
Howard Resnik, PE
Company:
Coastal Site Design
FAX M
910-791-1501
No. of Pages: 3
From: Robert Gordon
Express permitting sect on
FAX # [phone]
Phone,# 910-796-7303
DWQ Stormwater Project Number: SW8 910805 Mod
Project Name: Seaside United Methodist Church
MESSAGE:
I could not find your email, so I went ahead and faxed it to you. Attached is the
request for additional information for Seaside United Methodist Church. The
original will be mailed to the owner and a copy will also be mailed to you. Give
me a call if you have any questions. Thanks!

WAT, 9
0
li r r
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
August 16, 2005
Mr. Teddy Russell
Seaside United Methodist Church
1600 Seaside Road SW
Sunset Beach, NC 28468
Subject: Request for Additional Information
Stormwater Project No. SW8 910805 Modification
Seaside United Methodist Church
Brunswick County
Dear Mr. Russell:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Seaside United Methodist Church on August 10, 2005 for a scheduled review date on August
15. 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 provide at least basic dimensions of the proposed structures.
It is difficult to verify that some of the proposed impervious area will drain to the
permitted system. Please provide a few spot elevations to help identify drainage
patterns.
3. The emergency spillway for basin 2 is at the same elevation as the bypass. The bypass
must be lower than the spillway.
4. Please redirect the basin 1 overflow runoff and vegetated filter away from the existing
pond.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to August 25, 2005, or the
application will be returned as incomplete. The return of a project will necessitate resubrnittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Services-877.623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state. naus
An Equal OpportunitylAfrirmalive Action Employer— 50% Recycledll 0% Post Consumer Paper
NorthCarolina
A717turally

Seaside United Methodist Church
August 16, 2005
Stormwater Permit # SW8 910805 Modification
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
00-o'
Robert D. Gordon
Environmental Engineer II
ENB/RDG: S:\WQS\STORMWATER\ADDINFO\2005\910805ModAug16
cc: Howard Resnik, PE, Coastal Site Design
Robert D. Gordon

07/28/2005 20:49
9107911501
COASTAL SITE DESIGN
COASTAL SITE DESIGN, PC
FAX TRANSMITTAL
To: Cameron Weaver
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
From: Howard Resnik, PE
Fax: [phone] Date: July 29, 2005
Phone: [phone]
Pages 4
Re: Express Permit Review Request CC: -
❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
-Comments; See enclosed.
PAGE 01104
1o0. -

07/2e/2005 20:49 9107911501 COASTAL SITE DESIGN PAGE 02/04
©��
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron, Wea ver@)ncmaiLnet along with a narrative and vicinity map of the project location.
Projects must be submitted by 9;00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name Send Jn'4cd P'/eNod)s-F l hutz(A
Company " " It
Address I t1, O 0 <&J City/State -S,t, rr,,I- Dc74o4 Zip ZBLc6 County_31-ws-jc
Phone 9- 1D :6'79 s7 s3 Fax Email
Company
ntyAk, &,,, IC
❑ STREAM ORIGINATION CERTIFICATION; Stream Name
STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter rZ High Density -Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
--------- --------------- -------- ------------ ----- --- --- _--- ------ — -- .. - ----- --------- ---- ------------------- -----------------
LAND QUALITY �Q Erosion and Sedimentation Control Plan with I. f3 acres to be disturbed.
----------- — —------ ----•—•---------------- — —--------
❑ WETLANDS (401) ❑ No Wetlands on Site (letter from COE) ❑Wetlands Delineated/No JD
❑ Greater than 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done
❑ Less than 0.1 AC Wetlands Impacted ❑Greater than 0.5 AC Wetlands Impacted
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only / `I
SUBMITTAL DATES: Fee Split for multiple permits:
SW _
CAMA
LOS
401
Total Fee Amount $

07/28/2005 20:49
9107911501
COASTAL SITE DESIGN
PAGE 03/04
PROJECT NAME:
COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone/Fax [phone]
FOR STORMWATER EXPRESS REVIEW
July 29, 2005
Seaside United Methodist Church Improvements
Existing SW Project No. 910805
PROJECT DESCRIPTION: Seaside United Methodist Church is an existing church site located on SR 904 in Sunset
Beach, Brunswick County, NC. The tract is 5.23 acres in size. The existing site currently uses a state approved
stormwater managemtent pond (SW Project No. 910805) to treat runoff from impervious surfaces. The project is located
within'/,- mile of SA waters, and is Proposing using two (2) infiltration basins to treat the stormwater generated from the
new impervious to be constructed during this phase of improvements. One of the new proposed infiltration basins has
been oversized to accommodate future impervious (of unknown exact area) to be constructed during a later phase of
improvements. Some amount of existing impervious surface currently draining to the pond is proposed to be removed.
Consequently, only the net increase in impervious is proposed to be treated in the infiltration basins.
PROJECT BMP: High density with '/a mile of SA waters / two (2) infiltration basins
STORNIWATER ENGTNEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Howard Resnik, PE
howard coastalsitedesirtn.cont
910 791 4441 office
910 791 1501 fax
910 540 0959 mobile

07/28/2005
20:49 9107911501
COASTAL SITE DESIGN
PAGE 04/04
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Seaside United Methodist Church
Brunswick County
Stormwater Project No. 910805
Engineer's Certification
I, Joseph S. Hill, Jr. , as a duly registered Professional Engineer in the State
of North Carolina, having been authorized to observe (periodicallytAV4Wy dKXM4) the construction of
the project,
Seaside United Methodist Church Stormwater Controls (Project)
for SpA�idp iIni+pd Meth. Church (ProjectOwner) 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.
Signature 5, /Q/ a_(1.
Registration Nu ber 8982
Date 12/14/94
H
EC SEAL
�O'• NGIN� ' 1
y•.........
n`
......too",
�Inn � r, n
9 ECEI V E 0
DEC 1 5 1"4
D f 14
PROJ 0

DETENTION POND ANALYSIS
FILE NAME: S:\WQS\POND\910805.WK1
PROJECT #: 910805 REVIEWER:ARL
PROJECT NAME: SEASIDE UNITED METHODIST CHURCH DATE: 14—Oct-94
Drainage Basin: UT CALABASH RIVER Classification.0 Chlorides: N/A
Site Area 225500 square feet
Drainage Area 128849 square feet
Area in Acres 2.95796602 acres
IMPERVIOUS AREA
Runoff Coefficient
Buildings 38000 1 Adjusted SA 38000
Concrete 0 0.95 Adjusted SA 0
Asphalt 78000 0.95 Adjusted SA 74100
TOTAL 1;1.6000I' square feet TOTAL 112100
% IMPERVIOUS 51.44°/a' Pond Depth: 5 TSS: 85
SURFACE AREA CALCULATION
SA/DA 2.772%
Req.SA 357177427,1 square feet
Prov. SA 3585' square feet [From plan Contours]
VOLUME CALCULATION
Req. Volume 9695.51666 cubic feet
Prov. Volume ! _ _;1'4577:5 cubic feet
ORIFICE CALCULATION
Flowrate Q2 0.08436053 Area 2.256589 Diameter 2
Flowrate 05 0.03374421 Area 0.902635 Diameter 5
Engineer uses 1 Inches
COMMENTS
SURFACE AREA, VOLUME, AND ORIFICE ARE WITHIN DESIGN PARAMETERS.

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non
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
William W. Cobey, Jr., Secretary Regional Manager
December 18, 1992
D"ION OF ENVIRONMENTAL MANAGEMENT
Mr. E. Paul Justice
Seaside United Methodist Church
Route 2 Box 52-A
Ocean Isle Beach, North Carolina 28469
Subject: Request for Professional Engineers
Certification of Stormwater Compliance
Stormwater Project No. 910805
Seaside United Methodist Church
Brunswick County
Dear Mr. Justice:
On February 5, 1992, the Division of Environmental Management issued a Certification of
Compliance with Stormwater Regulations for Seaside United Methodist Church. Stormwater
Regulation 15A NCAC 2H.1003(k)(3) stipulates the following:
Upon completion of construction, a registered professional appropriate for the type of
Stormwater system designed must certify that the system was inspected during
construction and was constructed in substantial conformity with plans and specifications
reviewed by the division and complies with the requirements of this rule.
As of this date, our records indicate the required engineer's certification has not been
received. Operation of the stormwater system prior to submission of the required certification is in
violation of NCAC 2H.1003(1) in accordance with NCGS 143-215.6. If construction of Phase I of
the subject project has not been completed, please provided written notification to this Office prior to
December 31, 1992 which includes the present phase of construction and the expected date of
construction completion. If Phase I of the facility has been constructed and placed in operation,
please submit the required certification (attached) immediately.
-continued-
127 Cardinal Drive Fxtension, Wilmington, N.C. 2W5-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

i
Mr. Justice
December 18, 1992
Stormwater Project No.910805
----------------------------------------
If you have any questions concerning this matter, please call Ms. Linda Lewis or me at (919)
395-3900.
Sincerely,
Dave Adkins
Water Quality Supervisor
DA/arl: 910805. DEC
cc: Mr. Robert Tucker, Brunswick, Brunswick County Inspections
(2) Linda Lewis
Central Files

Seaside United Methodist Church
910805
Engineer's Certification
I, , as a duly registered Professional Engineer in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to
the best of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
Signature
Registration Number
Date

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin,'Governor
William W. Cobey, Jr., Secretary
February 5, 1992
DIVISION OF ENVIRONMENTAL MANAGEMENT
Mr. E. Paul Justice
Seaside United Methodist Church
Route 2, Box 52-A
Ocean Isle Beach, North Carolina 28469
Dear Mr. Justice:
Bob Jamieson
Regional Manager
Subject: Certification of Compliance
with Stormwater Regulations
Stormwater Project No. 910805
Seaside United Methodist Church
Brunswick County
This Certification is pursuant to the revised application
for Seaside United Methodist Church received on August 9, 1991,
with additional information received on January 30, 1992. Based
on our review of the project plans and specifications, we have
determined that the stormwater control system complies with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1003(i).
The runoff will be treated in a detention pond sized to achieve
85% reduction in Total Suspended Solids.
This Certification shallbe effective from the date of
issuance until rescinded. The project shall be constructed and
maintained in accordance with the plans and specifications
approved by the Wilmington Regional Office.
A professional engineer must certify that the
stormwater system has been installed in accordance with the
approved plans and specifications upon completion of
construction. The attached certification should be received
by this Office within 30 days of completion of construction.
-continued-
127 Cardinal Drive Extenson, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax 919A50,2004
An Equal Opportunity Affirmative Action Employer

Mr. Justice
February 5, 1992
Page Two
----------------
If you have any questions concerning this matter, please
call Alexis Finn or me at [phone].
Sincerely,
Dave Adkins
Water Quality Supervisor
DA/aif: 910805.FEB
cc: Robert Tucker, Brunswick County Inspections Department.
Linda Lewis, Siteworks Design Group
Alexis Finn
Central Fi

DIVISION OF ENVIRONMENTAL MANAGEMENT
Evaluation of Stormwater Treatment and Disposal System
Draining to Waters Other Than Class SA
PROJECT DATA
Project Name: Seaside United Methodist Church
Project No.: 910805
Location (County, Township/Municipality, Address):
Brunswick County
Applicant Name: Mr. E. Paul Justice
Mailing Address: Route 2, Box 52-A
Ocean Isle Beach, North Carolina 28469
Submittal Date: August 9, 1991
Water Body Receiving Stormwater Runoff: Unnamed Tributary to
Calabash River
Classification of Water Body: "C"
WET DETENTION POND EVALUATION
1. Yes No The design storage is for the runoff from all
impervious surfaces resulting from 1-inch of
rainfall and is located above the permanent
pool.
2. Yes No The permanent pool is designed for 85% TSS
removal.
3. Yes No The runoff completely draws down to the
permanent pool in 5 days, but not less than 2
days.
4. Yes No The mean depth of the permanent pool is a
minimum of 3 feet.
5. Yes No The inlet structure is designed to minimize
turbulence and short circuiting.
6. Yes No All overflow and discharge flows through a
vegetative filter at least 30 feet in length.
7. Yes No A method is used to provide even distribution of
runoff over the length of the vegetative filter.
-continued-

WET DETENTION POND EVALUATION CONTINUED
8. Yes No The slope and width of the vegetative filter
provides non -erosive flow for the 10-year and
24-hour storm with a 10-year, 1-hour intensity.
9.' Yes No The vegetative filter has a slope of 58 or less.
10. Yes No The vegetative filter is natural, grassed or
artificially planted wetland vegetation.
11. Yes No An appropriate operation and maintenance plan
has been provided for the system.
12. Yes No THIS PROJECT MEETS THE STORMWATER CONTROL
REQUIREMENTS OF 15A NCAC 2H. (g), (i), (j), (k),
and (1) (For Yes, 1 through 11 must all be
circled Yes.)
Brief Explanation: This detention pond is designed to remove 85%
total suspended solids and will therefore be operated with a
vegetative filter.
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN -OFF
Wilmington Regional Office
R �5�9�
DatA ' Individua Evaluating Form/Plans
Date Regional Water Quality Supervisor
cc: Applicant/WiRO/Mills/CF

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 the hereby state that, to
(Project Owner)
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.
Signature
Registration Number
Date

Roor.°
r869
P r...
.809
STATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK
RECEIVED
JAN 301gQ?
Wilmington itl ®Nits
OR REr
JISTRATION! OEM
29 AN 9: 16
THIS EASEMENT, made this the -afflLday ofR(f tbVj'�)RJ� N by and
between ODELL WTLLTAMSON and wife, VIRGINIA r�diLGT� U ���%ARD OF
TRUSTEES OF SEASIDE UNITED METHODIST CHURCH. 6G�ttt!!'ii
The said beginning point can be located by beginning at an iron
bar that is on the edge of a new entrance road to the golf course, said
IIiron being the northwest corner of a tract of land containing 2.0432.
II acres belonging to Seaside United Methodist Church, thence south 03 degrees
II 41 minutes 45 seconds east,for a distance of 180 feet to an iron stake,
II thence north 86 degrees 18 minutes 15 seconds east for a distance of
II 20 feet to the beginning corner, thence north 86 degrees 18 minutes
II 15 seconds east for a distance of 30 feet to an iron stake, thence south
II 03 degrees 41 minutes 45 seconds east for a distance of 50 feet to a
11 stake, thence south 86 degrees 18 minutes 15 seconds *.west for a distance
of 30 feet to a stake, thence north 03 degrees 41 minutes 45 seconds west
for a distance of 50 feet to the point of beginning.
This easement is given for the purpose of being able to maintain
a spillway running from a catch basin that the said easement adjoins.
RE1. H Sne'eden
WALL. REV %'R%%
1C 1flL� REC R ao4m ate,
CKAMT � •oo A.
CASH REF.
BY Ep
STATE OF NORTH CAROLINA
Odell Williamson
Virginia Williamson
COUNTY OF B UNSWICK
I,4*,NOTARY PUBLIC, do hereby certify that
ODELL WILLIAMSON and wife, VIRGINIA WILLIAMSON personally appeared before
me this day and acknowledged the due execution of the foregoing instrument
for the purpose therein expressed.
Witness my hand and notarial seal this the I"day
My commission expires:
12-23-95
NOTARY PUBLIC i"'.W
0000au
h.
STATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK —•� n
The Foregoing (or annexed) Certificate(s) of �11 �J • �r 1 �1ti
Notary(ies) Public (is)(are) Certified to be Correct.
This Instrument was filed for Registration on the Day and Hour in the Book and Page shown on the First Page hereof.
V veU O ROBE T J. ROBI SON, Register of Deeds

FROM: S
ITEWORKS
Design Group, P.A.
P.O. Box 3988
Wilmington, NC 28406-3988
�^ (91 y9)) 799.6808
TO: Ale, S r 9)17 )
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via _
❑ Shop drawings ❑ Prints ❑ Plans
❑ Copy of letter ❑ Change order ❑
7
ILLS 11 TIEM
DATE
JOB NO.
I-
Zq-97
q (Poo 9
ATTENTION
RE:
1
REeEIV
E'
r1Fnd
COPIES DESCRIPTION
Eesement Agree rnenfi
I
ARE TRANSMITTED as checked below:
REMARKS
❑
For approval
❑
Approved as submitted
❑
For your use
❑
Approved as noted
Ix
As requested
❑
Review and sign
❑
For review and comment
❑
Returned for corrections
❑
FORBIDS DUE
19 _
Y
the following items:
❑ Samples ❑ Specifications
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
COPY TO SIGNED: �l K�

rp69
STATE OF NORTH CAROLINA
t _12109.
E
16
THIS EASEMENT, made this the day of Rnjft�Qiht'y !,-, , r�+ by and
between ODELL WILLIAMSON and wife, VIRGINIA �lIt1 Al ARD OF
TRUSTEES OF SEASIDE UNITED METHODIST CHURCH. H.iStLJ'
The said beginning point can be located by beginning at an iron
bar that is on the edge of a new entrance road to the golf course, said
iron being the northwest corner of a tract of land containing 2.0432.
acres belonging to Seaside United Methodist Church, thence south 0:3 degrees
41 minutes 45 seconds east,for a distance of 180 feet to an iron stake,
thence north 86 degrees 18 minutes 15 seconds east for a distance of
20 feet to the beginning corner, thence north 86 degrees 18 minutes
15 seconds east for a distance of 30 feet to an iron stake, thence south
03 degrees 41 minutes 45 seconds east for a distance of 50 feet to a
stake, thence south 86 degrees 18 minutes 15 seconds west for a distance
of 30 feet to a stake, thence north 03 degrees 41 minutes 45 seconds west
for a distance of 50 feet to the point of beginning.
This easement is given for the purpose of being able to maintain
a spillway running from a catch basin that the said easement adjoins.
RET. &Weden yS
TOTAL � • O REV.
TC 0- 1O' REC N ao4�D ate,
CKAMT lo.00 Ai�—Rk
CASH REF.
BY
STATE OF NORTH CAROLINA
,
ppA
Odell Williamson
Gft�
Virg nia tilliamson
COUNTY OF B UNSWICK
I, NOTARY PUBLIC, do hereby certify that
ODELL WILLIAMSON and wife, VIRGINTA WILLIAMSON personally appeared before
me this day and acknowledged the due execution of the foregoing instrument
for the purpose therein expressed.
Witness my hand and notarial seal
My commission expires:
this the ".day of. J2 ;-
NOTARY PUBLIC

S'ITEWORKS
FROM:1;j
Design Group, P.A.
P.O. Box 3988
Wilmington, NC 28406-3988
[phone]
TO:
Dc.-�M 2
\V/;Te�'/L Q(/ALI-rr $EcTioA!
WE ARE SENDING YOU P( Attached
❑ Shop drawings
❑ Copy of letter
❑ Under separate cover via
k Prints ❑ Plans
❑ Change order ❑
ILIEUTER (01F tl Q/,1MSWU0 LI tJL" L
DATE
1I-�5a -I
JOB NO.
aj
ATTENTION
./SL8(tS f r�rl
RE:
P,r:ms ro DI�LUt-1AEaE YARN
13f=�ste(5 U.r✓I• cNutgr.0
COPIES DESCRIPTION
Z L9v151519 09A(PAr,1I: PLAN
THESE ARE TRANSMITTED as checked below:
[-.WIWMK
toe following items:
❑ Samples ❑ Specifications
AFor
approval
❑
Approved as submitted
❑ Resubmit copies for approval
❑
For your use
❑
Approved as noted
❑ Submit copies for distribution
❑
As requested
❑
Review and sign
❑ Return _ corrected prints
❑
For review and comment
❑
Returned for corrections
❑
❑
FORBIDS DUE
19 _
❑ PRINTS RETURNED AFTER LOAN TO US
V L
NOV 5 1991
UGIVI
COPY TO SIGNED:-VVLaI�r1�

F
ITEWORKS
Design Group, P.A.
November 13, 1991
Mr. Odell Williamson
2 Causeway Drive
Ocean Isle Beach, NC 28459
RE: Easement for Fond Outlet Swale
File # 91009-15
Dear Mr. Williamson:
919/799-6808
Per the conversation with Larry Sneeden on 12 November 1991,
you will prepare and record an easement agreement between
yourself and The Seaside United Methodist Church.
The wording for the -ment shall be: "Provide an easement
50' wide x 80' long bu ween the pond outlet and the existing
ditch to construct and maintain a grassed Swale for stormwater
management."
Sincerely;
SITEWORKS DESIGN GROUP, P.A.
Linda Lewis
cc: Phil Sharpe
Paul Justice
/Alexis Finn
4006 Oleander Dr., Suite 3 ■ P.O. Box 3988 ■ Wilmington, North Carolina 28406-3988

FROM: , SITEWORKS
Design Group, P.A.
P.O. Box 3988
Wilmington, NC 28406.3988
[phone]���1y�1a
TO: AI eKi's Fi'�n OCl' 2 81991
p�HN� WIImInBtdn pDglonal ��
n�F7
WE ARE SENDING YOU ❑ Attached
❑ Shop drawings
❑ Copy of letter
9
❑ Under separate cover via _
❑ Prints ❑ Plans
❑ Change order 0—
L[EUTEW @) UMINNJIIt D LI MULL
DATE
/U- 2S- 91
JOB NO.
91clo
ATTENTION
RE:
Seaslc6 U. M. Church
the following items:
❑ Samples ❑ Specifications
COPIES
DESCRIPTION
2
eevlsed Slbonwaferl
%I''oW seQ cAcoW bo 5
D
OCT 2 9 1991
UEIo�
I 111=51t AHt IHANSMII ILL) as cracked below:
--T•
--
For approval
❑
Approved as submitted
❑ Resubmit
copies for approval
❑ For your use
❑
Approved as noted
❑ Submit
copies for distribution
❑ As requested
❑
Review and sign
❑ Return _
corrected prints
❑ For review and comment
❑
Returned for corrections
❑
❑ FOR BIDS DUE
19 _
❑ PRINTS RETURNED
AFTER LOAN TO US
REMARKS der ii%Xr5 I
have deepe.7ed
'file 4222d
(x, /. s' 1zv S,
Os%na a P,4 = z 97 oc,
1 qof a S.4
= 3Zo¢ sf,
I -ncvec the
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2r1ol my PlarlimelCi 5�/5 I
haVE—
3AoW sP o4-
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`This is 4he
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COPYTO RI l Sharpr Pal -Lsb�e
r

SITEWORKS DESIGN GROUP, P.A.
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
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DETENTION POND ANALYSIS CONTINUED: PAGE TWO
PEP,;TENANT POOL:
Perm, Pool at Normal Level:
Bottom of Pond
Uepth Provided, D
SA/DA CALCULATION:
6y Chart 13; @ 85s TSS:
24 ft
19 ft
5 ft
Depth, D - 5 ft
S Impervious - 47.121
DA = 2.957966 Acres
SA/DA f 2,562
<----- Okay, depth > OR - 3 ft.
Where DA is the Draninage Area
I I I I
Area
of
Permanent
Pool
Required
(SA/DA %) r OA
Area
of
Permanent
Pool
Required
2.562 4 2.479155 Acres
Area
of
Permanent
Pool
Required
0.075783 Acres
Area
of
Permanent
Pool
Required
3301,111 ft"2
Area of PERMANENT POOL Required: 3301.111 sf < provided area of
ORIFICE / OUTLET SIZING:
VOLpro = 14571.5
Orifice outflow, 2 Day Drawdown = Volpro/[(2 day) I (MOO sec/day))
Jri:ice outflow, 2 Day Drawdown = 14571.5 ft"3 / 172800 sec
Orifice C,S, Area, A:
3585 sf <--OKAY: sufficient stor
q2= 0,084360 cis
A= q/[Cd((29h)'0.5)))
A= 0,084360 / [0.6v((2r32,212.1)-0,5)))= A2= 0.011080 ft-2
A2= 1,595649 inch"2
Pipe diameter, d: d2= 1.425357 inch
Note: Head, h = maximum pond level permanent pond level 2.5 ft
.Coeficient of Discharge, Cd = 0.8
Orifice outflow, 5 Day Drawdown = Volpro/((5 day) 4 (86400 sec/day))
Orifice outflow, 5 Day Drawdown 14517.5 ft-3 / 432000 sec = q5= 0.033144 cis
Orifice C,S, Area, A;
A= q/[Cd((2gh)"0.5))1
A= 0,033144 AS- 0.004432 ft"2
AS- 0,638259 inch'2
Pipe diameter, d; d5= 0.901475 inch
LHECK; d5 c dprovided < d2 019 < 1.0 < 1.4 (------OKAY,,,; Orifice is sited correctly.

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T-SITEWORKS
Design Group, P.A.
October 9, 1991
Ms. Alexis Finn
DEHNR
127 Cardinal Drive
Wilmington, NC 28405
cad C..EJVErj
OCT i 1990:
1Yi6nm�[on R2piBllal
1/799-6808
f � 6 C E I
I�uJ�UU( OCT 14 1991 U
RE: Seaside United Methodist Church D EIVI
File # 91009-14
rroi # 9io8os-
Dear Alexis:
Enclosed for your review are 2 revised stormwater plans.
The following revisions are in response to your request for
additions to the plan:
1. Arrows and spot elevations have been added to help you
define the direction of flow from the church to the Hwy
904 ditch and from the parking areas into the collector
swale which will route it to the pond. The deeper
rerouted ditch will carry no runoff from impervious
surfaces - only the smaller perimeter swale is routed
to the pond.
2. Rip rap and a flared end section have been added to the
pond outlet pipe, in addition to the timber structure
added before.
3. An earthen baffle has been added to the pond to deflect
the incoming swale flow.
4. 3 roof drains are angled so that they do not flow into
the pond. However, the water will travel over 100' of
grass and grassed swale before entering a ditch. That
should be sufficient length to filter any impurities.
The velocity in the swale is 1.7 fps with the 10 yr.
storm, so erosion is not a problem.
5. I stand by the calculation of the surface area of the
pond. The impervious surfaces only are picked up the
perimeter swale, and directed into the pond. Large,
grassed areas are directed away from the pond as shown
by arrows on the plan. Smaller, grassed areas will
infiltrate the stormwater due to the extremely sandy
soil. The land surrounding the pond slopes away and is
drained by 2 ditches. I have never in any of the
previously approved designs included the area of the
pond in the drainage area. Also, the flow contributed
by the impervious water surface is neglible compared to
4006 Oleander Dr., Suite 3 ■ P.O. Box 3988 0 Wilmington, North Carolina 28406-3988

the amount of paved surface contributing. The
guidelines only say that impervious areas draining to
the system be taken into account, not that the area the
system covers plus areas that drain to it be taken into
account. Adding in pond area results in 3.5' of
additional pond length at the top. 3.5' is not enough
to make a difference in the settling of the stormwater.
The soil is very sandy and much of the runoff will
infiltrate quickly. I also did the calculation another
way. By keeping the SA 0 3978 sf, I added in the
additional depth needed to store the runoff from the
pond area. Again, .05' of additional depth (.6") is
not enough to make a difference in the operation of
this pond.
If you have any questions or
please do not hesitate to call.
Sincerely,
SITEWORKS DESIGN GROUP, P.A.
Linda Lewis
need additional information,

SITEWORKS DESIGN GROUP, P.A.
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
JOB '5fp5ide
U.N.chol-oh
SHEET NO.
OF
CALCULATEDBYAR
DATE
10
CHECKED BY
DATE
PRODUTIM 1 (SOO Swig) 205 1 LPAM)JM.9Itl. I. Glw ItTig 0147$ TO NOT NNE TOLL FREE 1-0 22SM

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
William W. Cobey, Jr., Secretary October 7, 1991 Regional Manager
DIVISION OF ENVIRONMENTAL MANAGEMENT
Ms. Linda Lewis
Siteworks Design Group, P.A.
Post Office Box 3988
Wilmington, North Carolina 28406-3988
Subject: Additional Information
Stormwater Project No. 910805
Seaside United Methodist Church
Brunswick County
Dear Ms. Lewis:
The Wilmington Regional Office received a revised stormwater
submittal which was in response to this Office's prior request
for additional information regarding the subject project. A
review of that information indicates that the following
information is needed to complete the stormwater review:
tam' Ec� 1 The routing of stormwater runoff to the detention pond
/ (from all phases of impervious surface) must be clearly
indicated on the site plan. All grassed swales and
property ditches constructed for the purpose of routing
stormwater to the detention pond must maintain
vegetation, 3:1 side slopes, and bottom elevations
noted such that flow directions are indicated. This
information should depict the roof drainage into the
pond as well.
t`'ylrt2. A baffle needs to be added to the pond between the
swale and the outlet structure if relocation to
increase respective distance is infeasible. The pipe
inlet should be deflected to the north to allow
effective usage of the northern pond area.
I0Ilylgl 3. Additional non -erosive energy dispersion for a 10 year
storm event should be provided at the inlet of the
vegetative filter. Typical recommendations are for rip
rap and a flared end section. The timber structure may
not prohibit erosion from a 10 year event.
127 Cardinal Drive Extension, WilmingtoigAlQ!: 2l4f = Telephone 91%395-3900 0 Fax 91M562004
An Equal Opportunity Affnr ttve Action Employer

l
Ms. Lewis
October 7, 1991
Page Two
Stormwater Project #910805
--------------------------
The permanent pool surface area remains at issue.
Unless the property swales will drain only impervious
surface the site area draining to the pond must be
included in the SA/DA calculation. The drainage area
will also include the pond and contributing
surrounding area.
This information should be received by this office no later
than November 8, 1991. If you have any questions, please call me
at telephone number [phone].
(Sincerely,
7�
Ms. Alexis I. Finn
Environmental Engineer
attachment
AIF: 910805.00T
cc: (2) Alexis Finn
Central Files

ITEWORKS
,JJSDesign Group, P.A.
October 1, 1991
Ms. Alexis Finn
DEHNR
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Seaside United Methodist Church
File # 91009-11
Dear Alexis:
R E C E o U E 0
OCT 3 1991
910Q7V-6808
VROJ # 9/0go5
4%. ; ,
I received your request for additional information and am
responding with the following:
1. The sheets you received for the stormwater submittal
are part of a set. Sheet C-1 has a vicinity map already
on it. However, since you did not receive sheet C-1 as
a part of the stormwater submittal, a map has been
added to sheet C-2 for your convenience.
2. Offsite runoff will not be directed into the pond. The
existing ditches are directed into the pond only for
erosion control. After the building is built, only
runoff from the impervious surfaces will enter the
pond. I have revised the plan to show this.
3. I can move the proposed CB and pipe further away,
however I cannot move the swale inlet or the outlet
structure. Unfortunately, their locations are fixed.
4. No wetlands are located on site.
5. An Operation and Maintenance Plan is included.
6. As requested.
7. The proposed building and pavement areas will cover
2.53 ac or 48.7% of the site. Since the remainder of
the site drains into the HWY 904 ditch, no other areas
were included in the pond sizing calculations.
SA/DA=3.61% DA=2.53, therefore SA=3978sf, using chart
3.
6. As requested.
4006 Oleander Dr., Suite 3 0 P.O. Box 3988 ■ Wilmington, North Carolina 28406-3988

Enclosed are 2 prints of the revised plan
questions, please do not hesitate to call.
Sincerely,
SITEWORKS DESIGN GROUP, P.A.
ez';-7c;�
Linda Lewis
If there are any
AS C E 0 V E DD
OCT 3 1991
vcwl

9 E C E o W E D
OCT 3 IN
SEASIDE UNITED METHODIST CHURCH p EIVI
STORMWATER AND DETENTION SYSTEM ioYo 5
OPERATION AND MAINTENANCE PROCEDUMV #
1. DESCRIPTION
The stormwater detention system consists of a detention
pond, regulated outflow device, and emergency overflow. The pond
is approximately 3976 square feet in area and 3.5 feet deep at
normal water level, and will be excavated out of natural ground
with 3:1 side slopes.
i
Outflow from the pond is regulated in a concrete outlet
structure box and has a 24" discharge pipe. A 1' weir is cut into
3 sides of the box at the HWL of 26.1 to serve as emergency
overflow. The flow regulating device is a 1 inch diameter hole
cut into 1 knockout panel at the NWL of 24.0, which restricts
flow to an average of 12 gallons per minute.
An emergency spillway is provided at elevation 26.5, for
storms in excess of the 10 yr. storm. The 24" outlet pipe is
designed to carry the 100 yr. flood event from the pond.
2. OPERATION
The purpose of the stormwater detention system is to store
the runoff from the first inch of rainfall on the site, allow
sediment to settle out of the runoff, and discharge the stored
water over a two to five day period. The methods by which this
occur do not require operator attention, other than maintenance
requirements.
Stormwater runoff is collected by a,system of sheet flow and
catchbasins and flows by gravity to the detention pond. The
energy in the stormwater discharging into the pond is dispersed
by timber energy dissipaters located at the pipe discharge. For
rainfalls of 1 inch or less, the pond level will rise up by 2
feet and gradually drop over a 2 to 5 day period as water
discharges through the 1 inch diameter hole. For rainfalls
greater than 1 inch, once the water level rises above 2 feet it
will flow over a weir in the box and discharge from the system.
Therefore all stormwater will receive some degree of settling
and treatment, but the excess rainfall will discharge at a much
higher rate.

,l
MAINTENANCE
Routine maintenance will be required to clean debris and
trash from the pond slopes and the outlet device, and should be
performed weekly. In addition, the outlet device should be
checked after each rainfall to assure that the 1 inch diameter
hole does not become clogged.
Once each quarter, the pond depth should be measured to
check sediment levels. Normal depth is 3.5 feet, with sediment
removal necessary when depth is less than 3.5 feet. Sediment
should be removed with a backhoe or excavator, being careful not
to damage the pond slopes.
The energy dissipators and riprap should be checked for
damage or deterioration after each runoff producing rainfall.
Repairs should be made promptly.
In addition to maintenance of the pond, grassed and
landscaped areas should be properly maintained to reduce soil
erosion and loss of mulch.
I, Paul Justice, as agent for Seaside United Methodist Church,
understand the intent of this document and will comply with it's
requireTents.
Signature Date
Paul Justice
Seaside United Methodist Church
Rt.2 Box 52-A
Ocean Isle Beach, NC 28469
919/579-5753

FROM: , S ITEWORKS
Design Group, P.A.
P.O. Box 3988
Wilmington, NC 28406-3988
[phone]
To: A�2xts�ihn
WE ARE SENDING YOU ❑ Attached
❑ Shop drawings
❑ Copy of letter
❑ Under separate cover via _
❑ Prints ❑ Plans
❑ Change order ❑
ICI LI LI IEQ (01F U LIl]MSEDUUL
DATE
JOB NO.
I- Z9- 9 Z
911
ATTENTION
V
RE:
REISEIVED
I v
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COPIE9 I DESCRIPTION
I Eesemlanf Agree rnenfi
I HtSt AHt I HANSMI I I tU as cnecKea below:
❑ For approval ❑
Approved as submitted
❑ For your use ❑
Approved as noted
AAs requested ❑
Review and sign
❑ For review and comment ❑
Returned for corrections
❑ FORBIDS DUE
19 _
REMARKS
4 r".
the following items:
❑ Samples ❑ Specifications
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
COPY TO SIGNED:Jr./" Lai

FILE
LETTER
NAME
ADDRESS
CITY PHONE
FILM
TYPE
EXPO S
SIZE
A
B
KODAK
12
DISC
100
BFUJI
15
110
20000
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20
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14000
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OTHER
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1600
NO.DF /
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MADE
SPECIAL INSTRUCTIONS
4xu
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DATE Cl
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TIME IN
TIME DUE
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TWIN rQ17CK
8p88
REP S/
ENLARGEMENTS
NO. OF
NEG STRIPS
B REPRINTS
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8 8x10
© 11 x 14
OTHE
PRICE
TOTAL
COASTAL F07O, INC.
4609 V1RI!`HTSVILLE AVE.
WII MING70N, NC 28403
[phone]

DONDTTAPI� low
PRESS
FLAP Mall -WI
AND SEAL REM M
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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
William W. Cobey, Jr., Secretary September 3, 1991 Regional Manager
DIVISION OF ENVIRONMENTAL MANAGEMENT
Ms. Linda Lewis
Siteworks Design Group, P.A.
Post Office Box 3988
Wilmington, North Carolina 28406-3988
Subject: Additional Information
Stormwater Project No. 910805
Seaside United Methodist Church
Brunswick County
Dear Ms. Lewis:
The Wilmington Regional Office received a stormwater
submittal for the proposed Seaside United Methodist Church on
August 9, 1991. A preliminary review has determined that the
submittal for the subject project is not complete. The following
information is needed to continue the stormwater review:
�Cc el V e C>
✓ 1. Vicinity Map
0 2. Is offsite runoff proposed to be routed through the
basins?
C) 3. Please maximize the distance between the pond inlets
and outlets. Short circuiting the pond.is of concern.
4. Are wetlands located on -site? If, so please indicate
type and location on the site plan.
5. A detailed Operation and Maintenance Plan with the
owners name, signature, date signed, address, and phone
number is required.
-continued-
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Oppomniry Affirmative Action Employer

14
Ms. Lewis
September 3, 1991
Page Two
Stormwater Project #910805
--------------------------
6. Add a flared end section to the piped pond inlet and
energy dispersion at the inlet swale and the vegetative
filter.
7. The permanent pool appears deficient. I calculate the
pond needs 5500 sf of surface area for 3.5 ft of depth,
46 % impervious, with a SA/DA of 3.55% from Table #3 (%
TSS REMOVAL WITH 30' VEGETATIVE FILTER).
8. Please include a detail of the vegetative filter.
Please note that this is a preliminary review. This
information should be received by this office no later than
October 7, 1991. If you have any questions, please call me at
telephone number [phone].
Sincerely,
Ms. Alexis I. Finn
Environmental Engineer
attachment
AIF: 910805.SEP
cc: (2) Alexis Finn
Bill Mills
Central Files

Division of Enviromental Management
7225 Wrightsville Ave.
Wilmington, NC 28403
RE: Stormwater Signature Authorization
File 0 91001
TO: D.E.M.
as Agent for Seaside United 'Methodist Church,
I, Paul Justice,/ the owner of the property under stormwater
review, hereby grant Siteworks Design Group, P.A. signature of
authority to submit plans and calculations for stormwater review.
Sincerely,
I, � ��`k� ce a Notary Public of the County of
State of North Carolina, hereby certify
that _pau]—Jusxice___—____ personally before me this day and under
oath acknowledge that the above form was executed by him.
Witness my hand and notarial seal this —19th — day of
W' Commisslon Expires June 7, 1995
My commission expires_
Signature_�_
G E LI ' Uli
IINN
AUG 9 1991
DEM
�ZoJyBVS _

FROM: I SITEWORKS
Design Group, P.A.
P.O. Box 3988
Wilmington, NC 28406.3988 ¢.�✓��
[phone]
TO:
l99
� p
Alexis Ear)
NCOEMAIK
WE ARE SENDING YOU ❑ Attached
❑ Shop drawings
❑ Copy of letter
❑ Under separate cover via _
❑ Prints ❑ Plans
❑ Change order ❑
dIE44EQ OGF 4G°3USEOVUL
DATE
B-1 - 91
JOB NO.
1J /W 13
ATTENTION
RE:
Seas(Je U.M. C urch
the following items:
❑ Samples ❑ Specifications
COPIES
DESCRIPTION
2
Siorrnwa t- 6roa(;n Plains i4cluolq Ersib,-? Conti-ol
Z
Sefs 21co1a-ho?s . 1s
�,
Sfvrmwafar S'i9nal-we Afhori'oabi>7 Form
U
G 9 149f
eROJ # la (:)S
I HESE AHE I HANSMII I ED as Checked below:
g For approval ❑ Approved as submitted
❑ For your use
❑ As requested
❑ For review and comment
❑ Approved as noted
❑ Review and sign
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ Returned for corrections ❑
❑ FOR BIDS DUE 19 _ ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS Alext s 140re 15
Al - lock- o-f' ImpP,/VrovS
surfaces.
S'ioce fhen
Me si'Ae
cvi/l hITe
a building a�1�
inarking areas
as shown,
SAorrnwa1er
u,;/l
a shorf
COPY TO SIGNED: Z4';';GLGV

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a
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James G. Martin, Governor
William W Cobey, Jr., Secretary
May 30, 1991
DIVISION OF ENVIRONMENTAL MANAGEMENT
Paul Justice, Chairman Building Committee
Seaside Church
Route 2, Box 52-A
Ocean Isle Beach,
Dear Mr. Justice:
North Carolina 28469
Subject: Seaside Church
Proj)ct No. 910511
Brunswick County
Bob Jamieson
Regional Manager
The Wilmington Regional Office received the Stormwater
submittal for the subject project on May 9, 1991. Based on our
review of the project plans and specifications that indicate that
no impervious surfaces will be constructed on the subject site at
this time stormwater certification is not required.
Any modification of the plans submitted to this Office or
development of this site will however require a Stormwater
submittal and approval prior to initiation of construction.
If you have any questions concerning this matter, please
call Paul Rawls or me at [phone].
Sincerely,
-A. Preston Howard, Jr., P.E.
Regional. Supervisor
PER:DSK1.910511.May
cc: Linda Lewis, Siteworks
Robert Tucker, Brunswick
Bill Mills, DEM
&Wilmington —Regional Flaes
Central Files
County Building Inspections
127 Cardinal Drive rmension, Wilmington, N C. 28405-3845 • Telephone [phone] • I -as 919-350-2004
An Equal Opp,mmi y Affirmative Action Employer

/ ITEWORKS
Design Group, P.A.
May 7, 1991
Mr. Paul Rawls
127 Cardinal Dr. Ext.
DEHNR '
Wilmington, NC 28405
RE: Seaside United Methodist Church
File 0 91009-4
Dear Paul:
919/799-6808
Attached is a copy of the Erosion Control/Grading Plan and a
letter from the church aknowledging that an approved Stormwater
plan must be on file before any impervious area is constructed.
A copy of this plan has been filed with Dan Sams for Erosion
Control approval.
If you require more information, please do not hesitate to
call.
Sincerely,
SITEWORKS DESIGN GROUP, P.A.
Linda Lewis
MAY 1991
DEM
raor9tOSl1
t,
x
4006 Oleander Dr., Suite 3 ■ P.O. Box 3988 0 Wilmington, North Carolina 28406-3988

Seaside Church
New United Methodist Church Camille vorkeyEdwards, Pastor
Route 2, Box 52-A, Ocean Isle Beach, North Carolina 28469 Office: [phone]
Home: [phone]
March 22, 1991
Mr. Paul Rawls
DEHNR
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Seaside United Methodist Church
Stormwater Submittal
Dear Mr. Rawls:
This letter is to imform you that the church recognizes that
a Stormwater Plan must be filed prior to construction of any
impervious surface. No impervious srufaces are planned at this
time. When plans are complete, you will receive the proper forms
and plans.
Sincerely,
lf�j 2�
Paul Jt4fice
Building Committee Chairman
U11
MAY A 19y.
OEM
PROJ p

SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
vnonJCT Asi�uK..wrn. um Eun.naaM ETMLFREEWMro
JOB
SHEET NO
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CALCULATED BY , CL'S DATE E 11 _
CHECKED BY DATE
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SITEWORKS DESIGN GROUP
SHEET NO.
OF
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
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JOB SEA Si nE U^Sc Si-E
SITEWORKS DESIGN GROUP
P.O. Box 3988
WILMINGTON, NORTH CAROLINA 28406
[phone]
r]
SHEET NO.
CALCULATED BY
CHECKED BY
DATE 7 // / hl
DATE
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JOB Sc-e'sid e UM `I IC�`f
SITEWORKS DESIGN GROUP SHEET NO. f— OF P.O. Box 3988 CALCULATED BY ARC BATE `� C
WILMINGTON, NORTH CAROLINA 28406
MOd TMI�*Gmlvn, Moos 01171. To dMt P10RE TOLL FREE IADf156L1

JOB ze5l j e ()M 110011
SITEWORKS DESIGN GROUP SHEET NO. ^3 OF
P.O. Box 3988 CALCULATED BY �"L DATE J /
WILMINGTON, NORTH CAROLINA 28406
[phone] CHECKED BY DATE_
SCALE Of -a// VVO C21C410hbl-1
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Data for
SEASIDE U.M.
CHURCH 91009
Page 1
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
WATERSHED ROUTING DIAGRAM
1\
T T
O O o
T �
0 0 0
T T T
O O O O
OSUBCRTCHMENT ❑ REACH \\ POND I LINK

Data for
SEASIDE U.M.
CHURCH 91009
Page 2
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
SUBCATCHMENT 1 to 9999
RUNOFF BY
RATIONAL METHOD: DURATION= 10 MIN
INTEN= 6.30 IN/HR
SUBCAT
AREA LEN
SLOPE Tc
WGT'D
PEAK
NUMBER
(ACRE) (FT)
(t) (MIN)
--- GROUND COVERS (-CN)
--- CN C
(CFS)
1
.63 -
- 10
100%00 - -
- - .70
2.2
2
3.00 -
- 10
100-%00 - -
- - .35
5.3
3
.22 -
- 10
100%00 - -
- - .70
.8
4
1.00 -
- 10
1009600 - -
- - .35
i.8
5
.30 -
- 10
100000 - -
- - .35
.5
6
.34 -
- 10
100-%00 - -
- - .35
.6

Data for
SEASIDE U.M.
CHURCH 91009
Page 3
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
REACH 1 to 9999
REACH ROUTING BY STOR-IND METHOD
REACH BOTTOM SIDE PEAK CONTACT PEAK
NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout
/T KIN (CT\ (CT) (CT/CT\ (CT) (CT/CT1 (COC1 (CCr1 (r CC
1 -
- 1.0
.33
.33
.020
390
.0050
2.0
193
1.5
2 -
- 1.5
.33
.33
.020
480
.0050
2.6
186
4.0
3 -
- 1.0
.33
.33
.020
260
.0050
1.6
165
.5
4 18.0
- -
-
-
.013
40
.0125
3.5
it
.5
5 -
- 2.0
.33
.33
'.020
130
.0050
1.6
83
.5
6 -
- 5.0
.50
.50
.030
400
.0050
1.5
260
1.1
7 24.0
- -
-
-
.013
30
.0030
1.6
19
0.0
8 -
- 3.0
.33
.33
.020
55
.0030
1.1
50
0.0
9 -
- 1.0
.33
.33
.020
260
.0050
1.4
185
.4

Data for
SEASIDE U.M.
CHURCH 91009
Page 4
Prepared
by SITEWORKS
DESIGN GROUP, P.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
POND 1 to 1
POND 1 POND 1
STARTING ELEV= 24.0 FT
FLOOD ELEV= 27.1 FT
ELEVATION CON.AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
24.0 3987 0 0
26.1. 5510 9929 9929
27.1 6328 5914 15843
STOR-IND METHOD
PEAK ELEVATION= 24.4 FT
PEAK STORAGE = 1925 CF
Qin = 1.6 CFS @ .28 HRS
Qout= 0.0 CFS @ .70 HRS
ATTEN= 99 % LAG= 25.1 MIN
IN/OUT= .05 / .03 AF
INVERT (FT) OUTLET DEVICES
26.1 6.5' SHARP -CRESTED WEIR
Q=C L H^1.5 C=3.27+.4 H/1 L=Length-2(.1 H)
24.0 1.2" ORIFICE
Q=.6 PI r^2 SQR(2g) SQR(H-r)
TOTAL DISCHARGE vs ELEVATION
FEET
0.0
.1
.2
.3
.4
.5
.6
.7
.8
.9
24.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
.1
.1
26.0
.1
.1
.7
2.0
3.6
5.6
7.9
10.5
13.3
16.3
27.0
19.7
23.2
26.9

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