SW8140701_HISTORICAL FILE_20150209

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 1 © 7 01
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 I �g oz 0g
YYYYMMDD

A
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
February 9, 2015
Reverend R. Peter Robichau, Priest -in -Charge
Saint Basil The Great Orthodox Church
PO 7693
Wilmington, NC 28403
Donald van der Vaart
Secretary
Subject: State Stormwater Management Permit No. SW8 140701
Saint Basil Orthodox Church
Overall Low Density Project with a Wet Detention Pond for the Area of Higher Density
New Hanover County
Dear Mr. Robichau
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Saint
Basil Orthodox Church on February 6, 2015. 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 and Session Law 2008-211. We are forwarding Permit No. SW8 140701 dated February 9, 2015,
for the construction, operation and maintenance of the BMP's and built -upon areas associated with the
subject project.
This permit shall be effective from the date of issuance until February 9, 2023, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this
permit regarding the Operation and Maintenance of the BMP(s), procedures for changing ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to transfer the permit, or to renew the permit, will
result in future compliance problems.
Per Part VI. of S.L. 2012-200, NCDENR shall not require the use of stormwater retention ponds, stormwater
detention ponds, or any other stormwater control measure that promotes standing water in order to comply
with the FAA Advisory Circular No. 150/5200-33B at public airports that support commercial air carriers or
general aviation services, and at development projects within 5 miles of those airports. This project is being
permitted consistent with S.L. 2012-200 based on the permittee's and engineer's choice to use a wet
detention basin.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH).
The written petition must conform to Chapter 150B of the North Carolina General Statutes, and must be filed
with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH with all questions
regarding the filing fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service
Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their website at
www.NCOAH.com. 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 Christine
Nelson in the Wilmington Regional Office, at [phone].
Sin erely, A
� Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/ can: \\\Stormwater\Permits 8 Projects\2014\140701 HD\2015 02 permit 140701
cc: Jeff Petroff, Coastal Land Design
New Hanover County Airport Authority
New Hanover County Building Inspections
New Hanover County Engineering
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • (910) 796-72151 Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140701
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY DEVELOPMENT WITH AN AREA OF HIGH DENSITY
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
Saint Basil The Great Orthodox Church
Saint Basil Orthodox Church
4601 Blue Clay Road, Castle Hayne, New Hanover County
FOR THE
construction, operation and maintenance of an overall 24% low density development and one
(1) wet detention pond in to treat the collected portion of the project in compliance with the
provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as the
"stormwater rules') the approved stormwater management plans and specifications and
other supporting data as attached and on file with and approved by the Division and
considered a part of this permit.
This permit shall be effective from the date of issuance until February 9, 2023, 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.
The overall tract built -upon area percentage for the project must be maintained at 24%
per the requirements of the stormwater rules. This permit covers the construction of a
total of 44,487 square feet of built -upon area (BUA), which includes 43,620 square
feet of proposed BUA and 867 square feet of existing BUA. Of the 44,487 square feet
of BUA, the wet detention pond is permitted to treat the runoff from a maximum of
28,232 square feet of proposed BUA. This permit does not provide any allocation for
BUA for future development.
3. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.9 of this permit. The runoff from all built -upon area within the
permitted drainage area of this project must be directed into the permitted stormwater
control system.
4. Within the low density portion of the permitted project, the only runoff conveyance
systems allowed will be vegetated conveyances such as swales with minimum side
slopes of 3:1 (H:V) as defined in the stormwater rules and approved by the Division.
5. Within the low density portion of the permitted project, no piping shall be allowed
except those minimum amounts necessary to direct runoff beneath an impervious
surface such as a road or under driveways to provide access.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 140701
6. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters. Roof drains not directed toward the stormwater
collection system must terminate at the outer edge of the buffer.
7. Stormwater runoff that is directed to flow through any wetlands shall flow into and
through these wetlands at a non -erosive velocity.
8. A vegetated filter strip is not required for this pond as it has been designed for a 90%
total suspended solids removal efficiency.
9. The proposed piped collection system does not meet the requirements of a low
density project and thus the contributing drainage area is considered to be an area of
higher density in an overall low density project. The collected runoff is being treated in
a wet detention pond with the following design criteria being provided and maintained
in the system at all times:
a. Drainage Area, acres: 1.27
Onsite, ftZ: 55,304
Offsite, ftZ: 0
b. Total Impervious Surfaces, ftZ: 28,232
Onsite, ftZ: 28,232
Offsite, ftZ: 0
C. Average Pond Design Depth, feet: 3.0
d. TSS removal efficiency: 90%
e. Design Storm: 1.5
f. Permanent Pool Elevation, FMSL: 21.50
g. Permitted Surface Area @PP, ftZ: 3,906
h. Permitted Temporary Storage Volume, ft3: 3,718
i. Temporary Storage Elevation, FMSL: 22.25
j. Predevelopment 1 yr-24 hr. discharge rate, cfs: 0.03
k. Controlling Orifice: 1.0"0 pipe
I. Orifice Flowrate, cfs : 0.02
m. Permanent Pool Volume, ft3: 8,734
n. Forebay Volume, ft3: 1,596
o. Maximum Fountain Horsepower: n/a
p. Receiving Stream / River Basin: Prince George Creek / Cape Fear
q. Stream Index Number: 18-74-53
r. Classification of Water Body: "C, Sw"
II. SCHEDULE OF COMPLIANCE
1. No person or entity, including the permittee, shall alter the approved stormwater
management system or fill in, alter, or pipe any drainage feature (such as swales)
shown on the approved plans as part of the stormwater management system, except
for minimum driveway crossings, unless and until the permittee submits a modification
to the permit and receives approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for the
entire project does not exceed the maximum allowed by this permit.
3. 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.
4. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 140701
5. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
6. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel,
brick, stone, slate, coquina, driveways, and parking areas, but does not include raised,
open wood decking, or the water surface of swimming pools.
7. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name
of person performing the work and what actions were taken.
8. Since the permanent pool volume of this pond is less than 30,000 cubic feet, a
decorative spray fountain will not be allowed in the stormwater pond.
7. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, the permittee shall cause a certification from
an appropriate designer for the system installed to be submitted, 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.
9. If the stormwater system is 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.
10. All stormwater collection and treatment systems must be located in either public
rights -of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater facilities
for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
11. 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. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 140701
12. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
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 to any person or entity except after notice to and
approval by the Director. A request to transfer the permit will be considered on its
merits and may or may not be approved. The permittee shall complete, sign and
submit a Name/Ownership Change Form available online. The Name/Ownership
Change Form must be accompanied by the supporting documentation as listed on the
form and must be submitted to the appropriate Regional Office of the Division at least
60 days prior to any one or more of the following events:
a. The sale or conveyance of the project area in whole or in part;
b. The dissolution of the corporate entity, LLC, or General Partnership;
c. Bankruptcy and/or foreclosure proceedings;
d. A name change of the permittee;
e. A name change of the project;
f. A mailing address change of the permittee.
2. The permittee is responsible for compliance with all of the terms and conditions of this
permit until such time as the Division approves the transfer in writing. Neither the sale
of the project area, in whole or in part, nor the conveyance of common area to a third
party constitutes an approved transfer of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may subject
the Permittee to enforcement procedures by the Division, in accordance with North
Carolina General Statutes 143-215.6A to 143-215.6C.
4. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the Stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
5. The issuance of this permit does not preclude the Permittee from complying with and
obtaining any and all other permits or approvals that are required in order for this
development to take place, as required by any statutes, rules, regulations, or
ordinances, which may be imposed by any other Local, State or Federal government
agency having jurisdiction. Any activities undertaken at this site that cause a water
quality violation or undertaken prior to receipt of the necessary permits or approvals to
do so are considered violations of NCGS 143-215.1, and subject to enforcement
procedures pursuant to NCGS 143-215.6.
6. In the event that the facilities fail to perform satisfactorily 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.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 140701
7. 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.
8. The permit issued shall continue in force and effect until modified, revoked, terminated
or renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
9. Approved plans, application, supplements, operation & maintenance agreements and
specifications for projects covered by this permit are incorporated by reference and
are enforceable parts of the permit. A copy of this permit, application, supplements,
the operation and maintenance agreements, and the approved plans and
specifications shall be maintained on file by the Permittee at all times.
10. 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.
11. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2006-246, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
12. The permittee shall submit a permit renewal application request at least 180 days prior
to the expiration date of this permit. The renewal request must include the appropriate
application, documentation and the processing fee.
Permit issued this the gth day of February 2015.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 140701
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 140701
Saint Basil Orthodox Church
Stormwater Permit No. SW8 140701
New Hanover County
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 specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 140701
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 outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet 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. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DEMLR Wilmington Regional Office
New Hanover County Building Inspections
Page 8 of 8

Nelson, Christine
From: Jeff Petroff <[e-mail]>
Sent: Friday, February 06, 2015 5:12 PM
To: Nelson, Christine
Subject: RE: St. Basil Orthodox Church on Blue Clay Road
Attachments: Rev Supplemental Drainage Area Map.pdf
Thanks again Christine. Please find the attached revised exhibit.
Have a great weekend!
Jeff Petroff, P.E.
Project Engineer
c
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax:[phone]
www.CLDeng.com
From: Nelson, Christine [mailto:[e-mail]]
Sent: Friday, February 06, 2015 4:11 PM
To: Jeff Petroff
Subject: RE: St. Basil Orthodox Church on Blue Clay Road
Jeff,
I'm taking a look at DA exhibit for the pond and the numbers aren't quite adding up to the numbers in the application
and in the rest of the documents.. The drainage areas from the exhibit appears to add up to 55,143 sf (vs 55,304 sf
listed in the application) while the BUA adds up to 28,234 sf (vs 28,232 sf listed in the application). Can you confirm the
numbers associated with the pond? In the meantime, I will start drafting the permit.
Thanks!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Low
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Jeff Petroff [mailto:[e-mail]]
Sent: Thursday, November 13, 2014 4:43 PM
To: Nelson, Christine
Subject: RE: St. Basil Orthodox Church on Blue Clay Road
Hi Christine,
This email version is fine, I'll correct these errors quickly and get it back to you, sorry about that.
Thanks and have a good evening,

Petroff, P.E.
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com
From: Nelson, Christine [mailto:christine.nelsonCalncdenr.govl
Sent: Thursday, November 13, 2014 4:40 PM
To: Jeff Petroff
Subject: RE: St. Basil Orthodox Church on Blue Clay Road
Jeff,
I tried having the attached addinfo mailed to you but it seems to have gone to the wrong address. Is an e-mail version
sufficient or would you like a hard copy too?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Jeff Petroff rmailto:joetroffCalcldeng.coml
Sent: Tuesday, September 30, 2014 10:19 AM
To: Coburn, Chad
Cc: Nelson, Christine
Subject: RE: St. Basil Orthodox Church on Blue Clay Road
Great, thanks Chad. Sorry to take so long to respond. Really appreciate you looking at the site. Thanks for the heads -up
on the snake population, I'll make sure to avoid that area!
If you.could send a determination letter, that would be great. The property address is 4601 Blue Clay Road. Our address
is P.O. Box 1172, Wilmington, NC 28402.
Thanks again,
Jeff Petroff, P.E.
Project Engineer
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com
From: Coburn, Chad rmailto:chad.coburnCalncdenr.govl
Sent: Thursday, September 25, 2014 9:34 AM
To: Jeff Petroff

/Cc: Nelson, Christine
Subject: RE: St. Basil Orthodox Church on Blue Clay Road
Jeff,
I visited the site on Tuesday of this week but didn't get a chance to take a good look at the LIDAR until this morning. The
RPW is fed from a few ditches on the other side of Blue Clay one of which feeds into the ponds on the CFCC site. It looks
like those ponds were installed sometime between 1998 and 2001 and are actually online within the ditch.
After looking at the maps and GIS I'm saying that the RPW does not meet the stream criteria until somewhere between
the power line easement and Parmele Road which are to the North of your site. I walked about 300 feet into the woods
to the North of the easement clearing just to take a look at it. I think that there must be some sort of Cottonmouth
annual convention at that point just judging by the numbers of snakes in there......
I can send out a stream determination letter if you would like, just let me know an address.
Thanks
From: Jeff Petroff Finailto:jpetroff(@cldeng.com1
Sent: Wednesday, September 24, 2014 10:05 AM
To: Coburn, Chad
Subject: St. Basil Orthodox Church on Blue Clay Road
Hi Chad,
Hope you are doing well. I talked with Christine Nelson about the St. Basil Church project off of Blue Clay Road and she
mentioned you might take a look at the site. We are trying to determine the setbacks we need to adhere to and
whether or not the ditch is considered surface waters. I believe the ditch is fed by the stormwater pond from CFCC as
well as some roadside drainage from Blue Clay Road. Any direction would be appreciated. Let me know if you need
anything from our end.
Thanks for your time,
Jeff Petroff, P.E.
Project Engineer
Coastal Land Design, PLLC
PO Box 1172
Wilmington, NC 28402
Telephone: [phone] ext. 1002
Fax: [phone]
www.CLDeng.com

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
www.cldeng.00m
To:
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Christine Nelson
❑ As Requested
❑ Sent via Mail
Date:
November 24, 2014
File:
140-03
Subject:
St. Basil Orthodox Church
Stormwater Response to Request for
Additional Information SW8 140701
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
11 Quantity I Drawing No. I Description II
I IResponse Letter to RFI
2 Copies of the Plans
I Revised Page 3 of SWU-101
I Supplemental Drainage Area Exhibit
ItYE
REMARKS I Please contact our office if you have any questions or concerns. Thank you.
CC: File
Signed
J
Design, PLLC
[also
CLD 1'ransnriital 112414 NCDENR

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
November 24, 2014
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Christine Nelson
Re: Additional Information for St. Basil Orthodox Church Submittal SW8 140701
Ms. Nelson,
Thank you for your review of our submittal. The following is in response to your letter requesting
additional information for the above mentioned project. For ease, your questions are repeated in
normal font and our responses follow in bold.
The response to item 3 of the request for additional information indicates that the normal pool
area was removed from the total project area. Please note that only the normal pool area of
surface waters should be removed from the project area (e.g. ponds or lakes). Any water
surface area created by the stormwater BMPs is not considered surface waters and should not
be removed from the project area. Please re -consider the project area listed on page 3 of the
application.
Please find the revised page 3 of the application correcting this error. Also, the BUA cales
on sheet C2 have been revised.
2. The response received on October 9, 2014 indicates that the pond drainage area has been more
clearly shown on the revised plans. The drainage areas provided on the plans appears to be the
sub -drainage areas for the collection system but does not include the pond nor delineate the
overall pond drainage area. Please delineate the overall pond drainage area on the plans and
ensure that the pond is included as part of the drainage area.
You are correct; the sub -drainage areas were previously shown. Please find the revised
plan sheet. Also included is a small drainage area exhibit to clearly show the areas.
3. The revised documents submitted on October 9, 201it list the temporary pool elevation as being
22.25 ft. However, the pond cross section detail in the plans has not been updated to this new
elevation. Please confirm that the temporary pool elevation is listed accurately on t e,pond
cross section detail. n�
JUo
Please find the revised detail sheet with the updated temporary pool ele aIt� rigm � far14
overlooking this elevation. 11u
P.O. Box 1172 Wilmington, NC 28402
Phone :[phone] F a x : 9 1 0 - 2 5 4 - 0 5 0 2 www.CLDeng.com

, . `
Please let me know if you have any additional questions and/or comments.
Sincerely,
Jeffrey B. PetrofP, P.E.
Coastal Land Design, PLLC
ECERVE
Nov 2 4 2014
P.O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone] www.CLDeng.com

NCDENR
North Carolina Department of Environment and
Pat McCrory
Governor
November 10, 2014
Reverend B. Peter Robichau, Priest -in -Charge
Saint Basil the Great Orthodox Church
PO Box 7693
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 140701
Saint Basil Orthodox Church
New Hanover County
Dear Reverend Robichau:
Natural Resources
John E. Skvada, III
Secretary
The Wilmington Regional Office received and accepted a State Stormwater.Management Permit
Application for Saint Basil Orthodox Church on July 2, 2014 with additional information received on
October 9, 2014. A preliminaryin-depth review of that information has determined that the application
is not complete. The following information is needed to continue the stormwater review:
/. The response to item 3 of the request for additional information indicates that the normal pool
area was removed from the total project area. Please note that only the normal pool area of
surface waters should be removed from the project area (e.g. ponds or lakes). Any water
surface area created by the stormwater BMPs is not considered surface waters and should not
be removed from the project area. Please re -consider the project area listed on page 3 of the
application.
2. The response to item 7 indicates that the pond drainage area has been more clearly shown on
the revised plans. The drainage areas provided on the plans appears to be the sub -drainage
areas for the collection system but does not include the pond nor delineate the overall pond
drainage area. Please delineate the overall pond drainage area on the plans and ensure that
the pond is included as part of the drainage area.
3. The revised documents list the temporary pool elevation as being 22.25 ft. However, the pond
cross section detail in the plans has not been updated to this new elevation. Please confirm
that the temporary pool elevation is listed accurately on the pond cross section detail.
Please remember that a change to one number may have a domino effect on other numbers. Please
check all plans, calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to December 12, 2014, or the application
will be returned as incomplete. The return of a project will necessitate resubmission of all required
items, including the application fee.
If you need additional time to submit the information, please mail, email 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 Division is allowed 90
days from the receipt of a completed application to issue the permit.
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.
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • (910) 796-72151 Fax: [phone]

Saint Basil The Great Orthodox Church
November 10, 2014
Stormwater Application No. SW8 140701
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] or
email me at [e-mail].
Sincerely,
Christine Nelson
Environmental Engineer
GDS/can: \\\Stormwater\Permits & Projects\2014\140701 HD\2014 11 addinfo 140701
cc: Jeff Petroff, Coastal Land Design, PLLC
Wilmington Regional Office Stormwater File
Page 2 of 2

Coastal Land Desian. PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: 91D-254.9333
Wilmington, NC 28402 Fax: 9ID-254-0502
w .cldeng.com
To:
NCDENR— WilmingtonRegionalOffice
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
' Christine Nelson /
❑ As Requested
❑ Sent via Mail
❑ For Your Files
❑ Sent via Courier
Date: October 8, 2014
File: 140-03
Subject: St. Basil Orthodox Church
Stormwater Response to Request for
Additional Information SW8 140701
❑ For Distribution ® For your Review / Action / Approval
Quantity
Drawing No.
Description
I
Response Letter to RFI
2
Copies of the Plans
I
Revised Page 3 of SWU-101
I
Revised Wet Detention Basin Supplement
I
Revised Narrative with Design Calculations and Supporting Information
Wu--U"LEn
7 OCT o s tow III
BY: U
CC: File Coastal Land Design, PLLC
CLD7'ransmittal100814 NCDENR

Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
September 23, 2014
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Christine Nelson
FECEUVE
OCT 0 9 2014
BY:
Re: Additional Information for St. Basil Orthodox Church Submittal SW8 140701
Ms. Nelson,
Thank you for your review of our submittal. The following is in response to your letter requesting
additional information for the above mentioned project. For ease, your questions are repeated in
normal font and our responses follow in bold.
Please note that due to the piped collection system proposed to direct the runoff to the wet
detention pond, this project will be permitted as a low density project with an area of higher
density.
Sounds good.
The plans list one or more of the wetland features as being relatively permanent. Per 15A
NCAC 02I-1.1005(e), a 50 foot wide vegetated buffer shall be provided along any surface
waters present for a new development while a 30 foot wide vegetated buffer shall be provided
for redevelopment activities. The width of the vegetated buffer is measured horizontally from
the normal pool elevation of impounded structures, the top of bank from each side of streams or
rivets, and from the mean high water line of tidal waters, perpendicular to the shoreline.
Additionally, the vegetated buffer may be cleared or graded but must be planted with and
maintained in grass or any other vegetative or plant material and may not contain built -upon
area. Please confirm whether or not there are any surface waters present within the project
boundary and, if necessary, delineate the top of bank or normal pool elevation and the
associated 50 foot vegetated buffer. Additionally, please remember that per the definition of a
vegetated buffer, all discharges into the buffer must provide and maintain diffuse flow through
the buffer.
After conducting a site visit, NCDENR representative Chad Coburn indicates the RPW
does not meet the stream criteria until after the ditch leaves our property. However, the
pond shape and future building layout have been modified to provide the additional
vegetated buffer. Please find the attached revised plans.
P.O. Box 1172 Wilmington, NC 28402
Phone: [phone] Fax: [phone] www.CLDenn.rnrn

3. Section IVA and 7 of the permit application list the property area as being 7.55 acres.
However, Section IV.10 of the application lists the total drainage area / project area as being
308,323 square feet or 7.08 acres. Additionally, please keep in mind that the area of the surface
water (identified in Section IV.6 of the application) is not considered a part of the project area
for density calculations (as illustrated in section IV.7 of the application). Please clarify the
project area for this property and project.
n The 7.55 acres -is a typo, sorry for the error. Please find the corrected page 3 of SWU-101
(e with the
normal pool are"aremove from the total project area.
4. The provided temporary pool volume is higher than expected given the identified pond surface
areas and depths. Please provide additional calculations in order to support the volume
provided.
The calculations have been re -run with the modified pond shape and checked for
accuracy. Please find the revised calculations.
5. The orifice sizing calculations appear to consider a permanent pool elevation of 22 ft, however
the remaining documents appear to indicate the permanent pool will be 21.5 ft. Additionally,
given the pond specifications and the minimum required storage volume, it appears that a 1.5
inch orifice will drawdown the pond in less than 2 days. Please confirm the calculations for the
orifice size and drawdown time.
The perm pool elevation of 22 was incorrect on the orifice sizing calculation and has been
corrected. Additionally, the orifice calculations were checked and the 1.5" orifice was too
large and it was downsized to a 1.0", sorry for the error.
6. Per 15A NCAC 02H.1005(c)(3). The storage volume shall discharge at a rate equal to or less
than the pre -development discharge rate for the 1-year, 24-hour storm. Please provide the pre -
development peak flow calculations for the 1-year, 24-hour storm and ensure to complete the
related sections in the wet detention pond supplement (peak flow calculations and the
drawdown calculations).
Additional calculations have been added to show the pre -post 1-yr, 24-hr requirements
are met. The wet detention supplement has been revised and attached.
7. Please delineate the wet detention pond drainage area on the plans.
The detention basin's drainage area has been more clearly shown on the revised plans.
8. Please provide the proposed finished floor elevations as well as grading details for the proposed
swales including proposed contours and/or spot elevations.
Additional,elevations have been added.
9. The grading plan indicates that both a reverse crown and a normal crown are both proposed for
the access drive. The cross sectional detail of the road is for a normal crown. Please provide a
cross section or details for the revise crowned portion of the road.
The additional detail has been added.
10. Please provide additional details on the proposed trash racks, including the opening size.
Additional information has been added.
( P.O. Box 1172 Wilmington, NC 28402,
Phone :[phone] Fax:[phone] www.CI_Dena.com

I I. The plans appear to indicate that the forebay berm will be set at an elevation of 22 ft. Please
either clarify the elevation of this berm or provide a weir or other device to facilitate the
forebay drawing sown to the permanent pool set at 21.5 ft.
'rhe pond has been reshaped and the forebay berm set at the appropriate 21.5 elevation,
please see attached revised plans.
12. Please specify the planting density for the wetland species to be planted on the 10:1 vegetated
shell of the wet pond. Be sure that the landscape plan includes a calculation of the square
footage of shelf area and the minimum number of wetland plants — 50 for every 200 square feet
of shelf area. It is recommended to not plant trees within 10 feet of inlet or outlet pipes,
spillways or flow spreaders. Tree species with water -seeking roots such as weeping willows
and poplars, should also be avoided within 50 feet of pipes or manmade structures.
The additional planting information has been added to the revised plans.
13. Please specify the property boundary with bearings and distances on the plans.
'rhe bearings and distances are more clearly shown on the attached plans.
14. If the project is within 5 statute miles of a public airport, the Division cannot require the use of
a BMP with a permanent pool of water. A copy of the permit will be forwarded to the airport's
director who may elect to adjudicate the permit if the applicant has chosen to use a BMP with a
permanent pool of water.
Understood.
Please let me know if you have any additional questions and/or comments.
Sincerely,
Jeffrey B. PetroPE.
Coastal Land Design, PLLC
P.O. Box 1172 Wilmington, NC 28402
Ph o n e : 9 1 0 - 2 5 4 - 9 3 3 3 Fax:[phone] www.CLDeno.com

Stormwater Narrative and
Calculations
For
St. Basil Orthodox Church
OCT 0 9 2014
BY: --
New Hanover County
North Carolina
Prepared by:
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
Prepared for:
St. Basil Orthodox Church
2166 Kent Street
Wilmington, NC 28403
[phone]
i .,vvrre 24, 2014
Revised September 30, 2014
,�awnur'^�►
roFEssio �•y'•.
SEAL
028858 k
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IN
Index
• Narrative
• Deed from New Hanover County
• Signing Authorization
• U.S. Army Corps of Engineers Wetland Delineation Approval
• USGS Quad Sheet and Stream Classification
• NOAA Precipitation Estimates for OF Curve
• NRCS Soils Report
• Geotechnical Analysis and SHWT Determination
• Pond Design (Pre -Post and NCDENR Analysis)
- Pre Development Curve Number Analysis and Hydraflow, Model
- Post Development Curve Number Analysis and Hydraflow Model
- Hydraflow Model for Pond Routing and Riser Design
• Parking Lot — Drainage Pipe Calculations
• Roadside Ditch Calculations
• Culvert #1 Calculations
- Hydraulic Analysis for 10-yr, 25-yr storm event
- Hydraflow Culvert Reports for 25-yr storm event
- Rip Rap Apron Design Sheet

r �•
Narrative
Submittal
The proposed facility is St. Basil Orthodox Church located in New Hanover
County. Overall, the site is low density with an impervious allocation of 14.6%.
The site proposes a stormwater pond, church building, parking lot, driveway and
sidewalks.
Site
The parcel totals 7.078 acres and is fairly vegetated. A ditch with wetlands
bisects the property and there is a major powerline easement towards the rear of
the property. There is a small existing unoccupied house that will remain. The site
falls towards the existing ditch. Wetlands were delineated and signed off by the
Corps on 10/25/13. The site drains to Prince George Creek with a stream
classification of C;Sw.
Stormwater
Overall, this project is low density. However, in order to meet New Hanover
County's Pre -Post requirement, a stormwater pond is needed. Where possible,
vegetated conveyance is used, this includes roadside ditches along the driveway.
The proposed pond meets NCDENR requirements and contains the 1.5" rainfall
and releases it within 2-5 days. The County's Pre -Post requirements are also met
with additional storage in the pond. A breakdown of the calculations follows with
full calculations attached.
Pre development runoff rates for the tract:
Hydraflow Analysis
1 -Year
2 -Year
10 - Year
25 - Year
Q - Predevelo ment
Q cfs
Q cfs
Q cfs
Q cfs
Undeveloped 7 Acre Tract
1i7".61
i 16f47
32f'88,
;_;V- 1
Post development runoff rates for the tract:
Hydraflow Analysis
1 -Year
2 -Year
10 - Year
25 - Year
Q - Postdevelo ment
Q cfs
Q cfs
Q cfs
Q cfs
Runoff from 5.81 ac site CN above used
10.53
14.65
28.31
38.39
Discharge from Pond - 1.27 Acres
0.76
0.95
1.53
4.99
Total
1p1:28
!1..5.60
As shown in the above tables, the post runoff rates for the 1-yr, 2-yr, 10-yr and 25-
yr storm events are all less than the pre runoff rates, meeting New Hanover
County requirements.
Calculations are also included for the roadside ditches, the proposed roadway
culvert and the stormwater collection system for the proposed parking lot.

Deed from New Hanover County
For:
St. Basil Orthodox Church
New Hanover County, NC
Coastal Land Desiqn, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

INIIIINIIIIIINIII NIIIIINIIINIINIIINNIININu
2013013884
FOR REGISTRATION REGISTER OF DEEDS
TAMMY IHEUSCH BEASLEY
NEW HANOVER COUNTY, NC
2013 APR 1812:29:38 PM
BK:5729 PG:571-574 FEE:$26.00
NC REV STAMP:$295.00
INSIMBI � N1301 N
Excise Tax: 295.00
Parcel ld. No: R01800-005-001-000 Verified by County on the _ day of . 20_
By:
Mail/Box to: The Mathis taw Firm - 4833 Carolina Beach Rd. Ste 106, Wilmingon, NC 29412
This instrument was prepared by: David Mathis. Attorney for The Mathis Law Firm
Brief description for the index: Blue Clay Rd (7 Acres more or less)
THIS DEED made this -Ra day of April, 2013, by and between
GRANTOR
GRANTEE
The Estate of Joseph Lynwood Ashley, Jr.
Saint Basil The Great Orthodox Church,
See Estate File 13E111
A Mission of the Orthodox Church in America,
Diocese of the South
Shaun Ashley, executor and heir
x 3
-Lj, N
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSTH, that Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
certain lot or parcel of land situated in the City of Wilmington, New Hanover County, North Carolina and more
particularly described as follows:
SEE EXHIBIT A
A map showing the above -described property is recorded in Plat Book _ at Page
The Property hereinabove described was acquired by Grantor by instrument recorded in Deed Book L5 at Page
142.
All or Portion of the property herein conveyed _X_ includes or _ does not include the primary residence of a
Grantor.
J

TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee supple, has the right to
convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will
warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions
hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
Restrictive covenants, easements and rights of way as may appear of record in the aforesaid Registry, 2013
ad valorem taxes and all applicable zoning and land use ordinances.
WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this instrument to
be signed in its corporate name by its duly authorized officers and its seal to be hereunto affixed by authority of its
Board of Directors, the day and year first above written.
(Entity Name)
0
Print/Type Name and Title:
SEAL
Print/Type Name: Shaun hley, Executor and Heir
Print/rype Name:
State of /14 �� - Countyor Cityof Alw ) {,,�m Q /
1 the undersigned Notary Public of the County or City of &) +° J Oand State aforesaid,
certify that Shaun Ashley Personally
appeared before me this day and acknowledged the due execution of the foregoing i ttument or the purposes
there expressed. Witness my hand and Notorial stamp or seal this —R day of c `. , 20
1
My Commission Expires: Ia Yi
(Af£tx Seal) Not Public y/
David Ems. Methls NI`` IF
Notary Public Notary's Printed or Typed Name
State of
- County or City of
1 the undersigned Notary Public of the County or City of and State aforesaid,
certify that Personally
appeared before me this day and acknowledged the due execution of the foregoing instrument for the purposes
therein expressed. Witness my hand and Notorial stamp or seal this _ day of 20
My Commission Expires:
(Affix Seal)
Notary Public
Notary's Printed or Typed Name

EXHIBIT A
BEG INNING at the intersection of the Dividing Line of the properties H. Winfield Smith and Garland S. Curtin
with the Western right-of-way line of the Blue Cay Road (30.00 feet from its center line) said intersection being
marked by an iron pipe in the center of a ditch marking aforementioned dividing line; said beginning point being
about 1287 feet Southwardly from the intersection of said Blue Clay road western line with the Southern right-of-
way line of the Parmele Road, aforementioned dividing line (if Extended Eastwardly to the center line of the Blue
Clay Road) Being South 30 deg. o min. West 175.9 feet from the intersection of the center line of said Blue Clay
Road with the centerline of the Road to Scotts Hill; running thence from said beginning point and along
aforementioned dividing line North 71 deg. 55 min. West 825.9 feet to a pipe in a canal (the present run of
Pumpking Kiln Branch); running thence with said canal North 29 Deg. 0 Min. East 378.2 Feet to a pipe; running
thence parallel to aforementioned dividing line South 71 Deg. 55 Min. East 833.2 feet to a pipe in the Western right-
of-way of aforementioned Blue Clay Road; running thence with said right-of-way South 30 Deg. 0 Min. West
380.00 feet to the point of the beginning, containing 7 acres, more or less.

TAMMY THEUSCH BEASLEY
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
........................................................................................................................
Filed For Registration: 04/18/2013 12:29:38 PM
Book: RE 5729 Page: 571-574
Document No.: 2013013884
4 PGS $26.00
NC REAL ESTATE EXCISE TAX: $295.00
Recorder: CRESWELL, ANDREA
State of North Carolina, County of New Hanover
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT.
*2013013884*
2013013884

Signing Authorization
For:
St. Basil Orthodox Church
New Hanover County, NC
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

UNIFORM PARISH BY-LAWS
THE DIOCESE OF THE SOUTH
ORTHODOX CHURCH IN AM ERICA
Accepted - May, 1981
With the blessing of His Grace, Dmitri
Bishop of Dallas and the South
Revised — July 23, 2009
Promulgated October 22, 2009
With the blessing of His Beatitude, Jonah
Archbishop of Washington
Metropolitan of All America and Canada
Locum Tenens of the Diocese of the South

DIOCESE OF THE SOUTH
ORTHODOX CHURCH IN AMERICA
UNIFORM PARISH BY-LAWS
Preamble
+ In the Name of the Father, and of the Son, and of the 1-1oly Spirit. Amen.
These By-laws are issued for the governance of the parishes and local congregations of the Diocese of
the South, a territorial diocese of the Orthodox Church in America, which is the local autocephalous Orthodox
Church belonging to the world-wide communion of Orthodox Churches. The Orthodox Church in general and
the Orthodox Church in America in particular are hierarchical in structure. The primate of the Orthodox
Church in America is the Archbishop of Washington and New York and Metropolitan of All America and
Canada. Hereafter, the words "the Parish" shall refer to said individual local congregations and parishes.
The Parish is governed by Holy Tradition, that is, the whole body of teaching and practice of the One
Holy, Catholic, and Apostolic Church. The Tradition is expressed first of all in Holy Scripture, and also in the
dogmatic decisions and canons of the seven Ecumenical Councils, the canons of the provincial councils, the
canons and writings of the holy Fathers and Doctors of the Church, in the liturgical life of the Church, and in
the Statute of the Orthodox Church in America. The purpose of the regulations contained in these By -Laws is
to apply Holy Tradition to the organization and daily life of the parish.
These By-laws are standard and obligatory for all parishes of the Diocese of the South, having been
duly promulgated by the Diocesan authority. Exceptions to any provision of these Bylaws may be made only
by express written permission of the Diocesan bishop.
The By -Laws consist of this Preamble and the twelve Articles which follow.
Article I
The Nate of the Parish
The name of the Parish shall be the name of the feast, coin memoration, or saint to which it is dedicated
with the addition of the words "Orthodox Church, Incorporated." The dedication of the Parish shall be decided
by the members of the Parish with the approval and blessing of the diocesan Bishop.
Article II
The Purpose of the Parish
Section I The purpose of the Parish is:
To maintain a local Orthodox Christian community under the authority and protection of the ruling
Bishop of the Diocese of the South of the Orthodox Church in America;
To worship God in accordance with the Tradition of the Holy Orthodox Church, "in Spirit and in truth"
(John 4:24);

To preserve, protect, defend, and propagate the Holy Orthodox Faith, "contend(ing) earnestly for the
faith which was once delivered unto the saints" (Jude 5) and zealously carrying out the Lord's commandment
to make disciples of all peoples (Matthew 28:19-20);
To provide charitable aid to the poor and Christian education for its members, heeding the Lord's
exhortations to "give alms of such things as ye have" (Luke 1 1:41), that "thou shalt open thine hand wide unto
thy brother, to thy poor, and to the needy, in thy land" (Deuteronomy l 5:1 1); and to "increase in the knowledge
of God" (Colossians 1:10); and
To build and maintain churches, chapels, schools, and other religious, educational, and benevolent
institutions as may be expedient.
Section 2 The languages of worship in the Parish shall be those that meet the needs of the membership, so
that the people may understand. As Saint Paul says, "How shall he that occupieth the room of the unlearned say
Amen at thy giving of thanks, seeing that he understandeth not what thou sayest? ... I had rather speak five
words with my understanding, that by my voice I might teach others also, than ten thousand words in an
unknown tongue' (1 Corinthians 14:16-19).
Section 3 The Parish must strive to maintain an apostolic zeal and a missionary spirit to draw new souls to
the Orthodox Faith, in accordance with its purposes as enumerated in Section I of this Article. The Parish
likewise must be ever ready to accept into its fellowship all persons who desire to follow the Orthodox way,
that is, become members of the Orthodox Church and to live in accordance with her teachings. This the Parish
must do, following the example of the Apostolic Church, which "added daily to the Church such as should be
saved" (Acts 2:47).
Article III
Membership
Section l Definition. Members of the Parish are those persons who:
(a) have been baptized and chrismated, or otherwise canonically received, into the Church and who
consciously uphold and profess the Orthodox Faith;
(b) are regular communicants, that is, frequent participants in the Holy Mysteries of Confession and
Communion. Members ideally partake of the Mysteries weekly, but in any case, no one can be a member of the
Parish who fails to comply with this obligation at least once a year;
(c) fulfill the financial obligations established by the Parish. All members are urged to make a
yearly commitment for financial support of the Parish in the form of a pledge, the standard of which is a tithe
(one -tenth) of their income; and
(d) . declare their intention to be members.
Section PurposesofA4embership-PrivilegesandObligationsofVembers. Following the Tradition of
the Church, the purpose of membership in the Parish is to seek the knowledge of God and union with Him
through Jesus Christ by the grace of the Holy Spirit, and to express that unity with God in Christ in all family,
business, and social activities. Generally, this expression consists of an enlightened obedience to the teachings
of the Orthodox Faith, and is manifested in regular attendance at the Parish's divine services, in frequent
reception of the Holy Gifts of the Body and Blood of Christ, in regular cleansing of the soul through

Confession, in care for the Parish property and buildings, in regular contributions in fulfillment of their
financial commitment, and in doing everything possible to promote the Christian spirit of love, unity, and
brotherly concern among the members of the Parish.
Section 3 New Members. Any person who desires to become a member of the Parish and who is baptized
and chrismated, or otherwise canonically received, into the Orthodox Church, must present himself to the
rector or the priest -in -charge, who will inform him of the life and activities of the Parish. When that person
shall have received the Holy Mysteries of Confession and Communion, he shall then declare his intention to
become a member of the Parish by means of a written declaration which the Parish shall provide for this
purpose, and he shall then be accepted as a member and enrolled by the pastor and Parish secretary on the list
of members.
Any person desiring to enter the Holy Orthodox Church and membership in the parish who is not
baptized and chrismated or otherwise canonically received shall present himself to the rector or
priest -in -charge to be instructed and received in accord with the Tradition and practice of the Holy Orthodox
Church and the directives of the Diocesan Bishop.
Article !V
The Parish Meeting
Section / Authority and Franchise. The Parish Meeting is the highest authority of the Parish as a civil
corporation. All members of the Parish as defined in Article ill, Section 1, who have been members for a
period of six months and are at least eighteen years old may attend and vote at the Parish Meeting.
Section 2 Place of the Parish Meeting. The Parish Meeting must be held on Parish premises.
Section 3 Periodicity of the Parish Meeting. 'rhe Parish Meeting is held annually on a predetermined
Sunday of the year following the celebration of the Divine Liturgy.
Section 4 Notice and Agenda of the Parish Meeting. Notice of the annual Parish Meeting shall be given
by the rector or priest -in -charge from the ambon at the Divine Liturgy on the three consecutive Sundays
preceding the date of the Meeting. Notice must also be made at least once in written form in a special circular
or in the parish bulletin mailed to all voting members of the Parish (See Section 1, Article IV).
The Parish Council shall set the agenda of the annual Parish Meeting at least thirty (30) days prior to
the Meeting. Members of the Parish must submit proposals for inclusion on the agenda to the Parish Council in
writing at least sixty (60) days prior to the annual Parish Meeting.
Section S Competence of the Parish Meeting Matters pertaining to the life of the Parish that may he
discussed and acted upon at the Parish Meeting include:
(a) the approval of the annual operating budget submitted by the Parish Council (Article X);
(b) the election of the Parish Council members, the auditing committee, and the lay delegates to the
Diocesan Assembly and the All -American Council, if the latter is to be convened in that current year;
(c) hearing and approving annual or special reports by committees and Parish organizations;
(d) matters concerning the purchase, improvement, or sale of real property; investment of Parish
funds (other than in savings accounts); and the transfer of any interest in or change of ownership and the
incurring of indebtedness or otherwise encumbering Parish funds or property;

(c) proposal of resolutions to the Diocesan Assembly provided that these be submitted to the
Bishop three months prior to the date of the Assembly.
No Parish Meeting, either annual or Special, shall take any action which is contrary to or not in accord
with these By-laws or to the Statute of the Orthodox Church in America. Should there be any such conflict, the
By-laws or the Statute shall prevail. Should there be a question whether an action of a Parish Meeting is valid
or lawful under these By-laws or the Statute of the Orthodox Church in America, the issue shall be submitted
to the Diocesan Bishop, and his ruling shall be final.
.Section < Special Parish Meetings. In addition to the annual Parish Meeting, special Parish Meetings may
be convoked by the Bishop, the rector or priest -in -charge, or by the Parish Council with the approval of tlue
rector or priest -in -charge. Voting members of the Parish may petition the rector and the Parish Council to
convoke a special Parish Meeting, such petition requiring the signatures of two-thirds of the total number of
members, and the Special Meeting must be held within one month of the presentation of the petition and the
confirmation that it has the proper number of signatures.
Special Parish Meetings are called to discuss and act upon specific matters, and no other matter may be
discussed at such Meetings. The matters to be discussed and acted upon are to be announced when notice of the
Special Meeting is given. Regulations regarding the notice of a Special Parish Meeting are the same as those
for the annual Parish Meeting given in Section 4 of this Article.
Section 7 The Quorum for the Annual Parish Meetingand the Special Parish Meetings. The Quorum for
the annual Parish Meeting shall be no less that fifty percent of the total number of voting members of the
Parish. The quorum for a Special Parish Meeting shall be no less that one-third of the total number of voting
members of the Parish.
In the absence of a quorum at the annual Parish Meeting or at a Special Parish Meeting, said meeting
shall be adjourned and reconvened on the same day of the following week, and at the adjourned meeting the
members present shall constitute a quorum.
Section 8 Voting. A simple majority of those voting members in attendance at the Parish Meeting, annual
or Special, shall decide all matters within the competence of the Meeting.
Section 9 The Presiding Officer. The rector or priest -in -charge is the presiding officer of the Parish
Meeting, annual or Special. The warden may chair parts of the meeting, in accordance with a prior agreement
reached between him, the rector, and the Parish Council.
Section 10 Confirmation of Minutes. A copy of the minutes of the every Parish Meeting, signed by the
rector or priest -in -charge and the warden, shall be sent to the Bishop, through the District Dean, for
confirmation. All decisions and resolutions in those minutes become effective upon receipt of that
confirmation. No decision or resolution of a Parish Meeting, either annual or Special, is valid or effective or
otherwise in force until it is submitted to and approved by the Diocesan Bishop.

Article V
The Rector or Priest -in -Charge
The rector or priest -in -charge of the Parish holds his office by virtue of his appointment by the
Diocesan Bishop. The rector or priest -in -charge cannot leave the Parish without permission of the Diocesan
Bishop. In fulfilling his duties, the rector or priest -in -charge shall in all things obey and submitto the directives
of the Diocesan Bishop, for as Saint Ignatius of Antioch enjoins, "Do nothing without the bishop."
All matters concerning his salary, housing, and benefits are to be agreed upon between the district dean,
the Priest, and the Parish Council prior to his appointment.
By virtue of the apostolic succession abiding in the Church, in which the priest shares through his
ordination, the priest's primary responsibility is to preach and teach the doctrine of the Holy Orthodox Church,
preside over the celebration of the Holy Mysteries and divine services in accordance with the Tradition of the
Church, and to ensure that the life of the Parish as a whole is guided and directed toward spiritual and not
secular ends.
Since the priest must answer to God for the lives and the salvation of those who are entrusted to his
pastoral care (1-lebrews 13:17), nothing in the Parish can be initiated without his approval and blessing, neither
must he do anything pertaining to the life of the parish without the knowledge of the Parish Council and the
parishioners, so that always there may be unity, mutual trust, cooperation, and love. In the event of serious
disagreement between the priest and the parishioners or the Parish Council, the matter shall be referred to the
district dean.
The Diocesan Bishop may ordain foror appoint to the Parish priests, deacons, and lower clergy to assist
the rector or priest -in -charge, according to the needs of the Parish. Such clergy shall perform their duties at the
direction of the rector or priest -in -charge and shall defer to him in all matters affecting the life and spiritual
health of the Parish. They may receive from the Parish such compensation as shall he determined by the parish
council, the priest -in -charge, and the district dean.
Article VI
The Parish Council
.Section i Composition. The Parish Council is composed of five (5), seven (7), or nine (9) persons,
according to the needs of The Parish, nominated at the annual Parish Meeting and confirmed by the Diocesan
Bishop. Only one member of a household may serve on the Parish Council during a given year.
Section 2 Officers. Each year at the first meeting of the Parish Council following the annual Parish
Meeting, the members of the Council shall elect from among their number the Parish officers to serve for one
year. The officers are: Warden (or Senior Warden), Treasurer, and Recording Secretary. There may also be a
Junior Warden, an Assistant Treasurer, and a Corresponding Secretary, if there are enough Council members
and the needs of the Parish warrant additional officers. The remaining members are designated Councilmen.
Section 3 'Perm of Office. Parish Council members shall serve for a term of one year, unless the Parish
employs a system of staggered terms as authorized below.
If the needs of the Parish warrant, the annual Parish Meeting may vote to divide the Parish Council into
two or three classes with staggered terms. In this case Council members shall serve terms of two or three years
as appropriate, depending on the number of classes. The membership of each class shall be as equal in numbers
6

as possible. At the lust election under this system, the annual Parish Meeting shall elect a full Parish Council.
After their confirmation by the Bishop, at their first meeting, the members shall divide themselves into classes
by drawing lots, the first group to serve for only one year, the second to serve for two years, and, if there are to
be three classes, a third group shall serve for three years. At each annual Parish Meeting thereafter the terms of
one class shall expire, and those elected that year shall serve for a full term. Officers shall be elected by the
Parish Council annually and shall hold that office for one year, as provided in Section 2.
,Section 4 Eligibility. A voting member of the Parish who has been a member of the Parish for one year is
eligible for election to the Parish Council. A Council member who has served two consecutive terms may not
be elected to a third consecutive term. He becomes eligible again, however, after he has been off the Council
for one year. The Parish Council will elect its three principal officers, that is, the Warden (or Senior Warden),
the Treasurer, and the Recording Secretary only from those members of the Council who have been members
of the Parish for at least two years.
In addition to the technical qualification of one-year membership in the Parish, members of the Parish
Council must be zealous for the Orthodox Faith; regular communicants at the Eucharist; active in the Parish;
willing to work for the improvement, both spiritual and temporal, of the Parish; not contentious and rebellious
against the authority of the Church; not motivated to seek office out of pride, but only out of a strong desire to
work for the Lord and for the upbuilding of His Church. Specifically, no one who fulfills only the minimum
requirement of receiving the Sacraments; who is known to be rebellious against the Church, the Diocese, the
Bishop, or the rector or priest -in -charge; who promotes divisions and factions among the membership; who is a
member of the Masonic lodge, the Rosicrucians, or any similar secret or esoteric society; and who is not
regular in his attendance at church services should ever be elected to a position of leadership in the Parish.
Wives of priests and deacons assigned or attached to the parish, widows excepted, are not eligible for
membership on the Parish Council.
Deacons and priests other than the rector or priest -in -charge assigned or attached to the Parish may sit
as non -voting members of the Parish Council at the discretion of' the rector or priest -in -charge.
Section S Installation. Each year the newly -elected members of the Parish Council must be duly installed
in the church following the Divine Liturgy in the presence of the assembly of the faithful by the rector or
priest -in -charge. They must prepare themselves spiritually for their duties through the Holy Mysteries of
Confession and Holy Communion before their installation. The installation cannot be administered until their
election has been confirmed by the Diocesan Bishop. The new Council shall assume its duties immediately
upon being installed.
Section 6 Competence gfthe Parish Council. The responsibilities and duties of the Parish Council shall
be its provided in the Statute of the Orthodox Church in America, Article X, Section 8.
Section 7 Duties of Officers. The duties of the officers of the Parish Council shall be as follows:
(a) The Warden presides at meetings of the Council in the absence of the rector or priest -in -charge
or at any other time by mutual agreement. He shall aid the priest in preparing the agenda for Council meetings.
He is to be ex-officio member of such committees as the priest and / or the Council may appoint.
(b) The Recording Secretary is to keep accurate minutes of all meetings of the Council and to
prepare and distribute copies of the minutes to the priest and other members of the Council within one week
following the meeting.
(c) The Treasurer is to maintain an accurate record of all monies received and disbursed, as well as
pending accounts, to disburse monies as approved by the Parish Meeting and the Parish Council, to file proper
7

tax forms and financial reports as required, to deposit all monies in the approved bank or banks weekly, to
prepare monthly financial reports to the Parish Council, and to prepare the annual financial report for
presentation to the annual Parish Meeting.
The Parish Council may redistribute duties among the officers or reassign duties to other officers as
local circumstances may require.
Section 8 Removal from the Parish Council. All Parish Council members must continue to fulfill the
qualifications for membership in the Parish Council during their entire tenure of office. Failure to retain
membership as described in Article 111, Section 1, will bring automatic dismissal from the Council.
All Parish Council members are expected to attend all Council meetings during their tenure of office.
The absence of any Council member for three (3) consecutive meetings will render him subject to dismissal.
Any Council memberwho, during his tenure of office, engages in divisive or rebellious activities, who
endeavors to create factions, or brings disharmony to or disturbs the peace of the Parish is subject to dismissal.
Although the rector or the priest -in -charge initiates all dismissal procedures, the Diocesan Bishop,
through the district dean, may intervene in cases in which a Council member becomes subject to dismissal for
the causes stated in this Section.
Section 9 Vacancies. All vacancies in the Parish Council shall be filled by appointment by the rector or
the priest -in -charge with the confirmation by the Parish Council. Such appointees shall hold office until the
next annual Parish Meeting
Persons appointed to fill vacancies must meet all the qualifications of elected members of the Parish
Council.
Section 10 Parish Council Meetings. The Parish Council shall establish a regular time for its meetings,
which must be beld at least once each month. All meetings shall be held on Parish premises.
The presiding officer of the Council is the rector or the priest -in -charge, but another member of the
council, usually the warden, may chair sections of a given meeting.
A simple majority of the full number of elected members of the Council shall constitute a quorum for
the conduct of business.
At its meetings the Council may consider only matters which are within its competence according to
The Statute of the Orthodox Church in America, Article X, Section 8. The Parish Council shall take no action
which is contrary to these By-laws or to the Statute of the Orthodox Church in America. Should there be such
conflict, the By-laws or the Statute shall prevail. Should there be a question whether an action of the Parish
Council is valid or lawful under these By-laws or the Statute, the issue shall be submitted to the Diocesan
Bishop, and his ruling shall be final.
If the rector or the priest -in -charge is not present at a meeting, all decisions taken at that meeting must
be submitted to him for confirmation before they become effective.
The minutes of the Parish Council meetings shall be signed by the rector or the priest -in -charge and the
secretary or the warden. Original copies of the minutes are the property of the Panish and shall be filed by the
rector or the priest -in -charge in the Parish archives.

Parish Council meetings are open to all voting members of the Parish. Only members of the Council
may vote, but any voting member of the Parish may speak on an issue, if he is recognized by the chair. At its
discretion and in extraordinary circumstances, the Parish Council may hold a closed meeting, that is, one
restricted to Council members.
Article V1I
The Parish Corporation and Its Real and Liquid Property
,Section I Incorporation. The Parish shall be incorporated as o non-profit corporation under the laws of the
State in which it is located. Its articles of incorporation shall explicitly state:
(a) That the Parish is a parish congregation of the Diocese of the South of the Orthodox Church in
America;
(b) That the Parish's purpose is to engage in religious, educational, and charitable activities;
(c) That these Bylaws and the Statute of the Orthodox Church in America are binding on the parish
corporation in all cases and situations whatsoever;
((l) 'That the Parish may make distributions of funds to organizations that qualify as exempt
organizations under section 501(c)(3) of the Internal Revenue Code of 1954 or the corresponding provisions of
any future United States Internal Revenue law;
(e)'rhat no part of the net earnings of the Parish shall inure to the benefit of or be distributed to its
members, trustees, officers, or other private persons, except as reasonable compensation for services rendered
and to make payments and distributions in furtherance of the corporation's religious, educational, and
charitable purposes;
(o That the Parish shall not carry on any activities not permitted to be carried on by a corporation
exempt from Federal income tax under section 501(c)(3) of the Internal Revenue Code of 1954 or the
corresponding provision of any future United States Internal Revenue Law.
The Parish Council shall act as the board of trustees, or its equivalent, of the civil corporation.
Section 2 Ownership. The Parish corporation is the owner of all Parish property, assets, and funds, which
it holds in trust for the Diocese. "These are administered by the Parish Council in accordance with decisions
made by the Parish Meeting and with the Statute of the Orthodox Church in America.. No decision of the
Parish Meeting with regard to Parish property shall be contrary to or in conflict with any provision of these
By-laws or the Statute of the Orthodox Church in America.
In the event of the Parish's dissolution, the Parish Council shall dispose of the Parish's property,
provided that:
(a) In accord with Article IX, Section 9 of the Statute of the Orthodox Church in America,all liturgical
and ritual items shall be surrendered to the Diocesan Bishop or such person as he shall designate;
(b) The Parish Council shall pay or make provision for the payment of all of the liabilities of the
Parish;
(c) All Parish assets shall go only to organizations organized and operated exclusively for charitable,
educational, or religious purposes and which qualify as exempt organizations tinder Section 501(c)(3) of the
Internal Revenue Code of 1954 or the corresponding provision of any future United States Internal Revenue
law;
(d) No assets shall inure to the benefit of or be distributed to its members, trustees, officers, or other
private persons, except as reasonable compensation for services rendered.

Any assets not otherwise disposed of shall become the property of the Diocese of the South.
Article VIII
Official Signatures
Section 1. All official documents for the Orthodox Church in America and the Diocese, and the "metrical
records" of the Parish shall be signed by the rector or the priest -in -charge. In cases in which additional
signatures are required, the warden, the recording secretary, or the treasurer may sign the document in
question.
Seclion 2. All civil or legal documents shall be signed by the rector or the priest -in -charge and such other
officers as may be designated by the membership of the Parish or required by law.
Section 3. All expenditures made by check shall be signed by the rector or the priest -in -charge and either the
warden or the treasurer. In case there is no assigned priest, the signatures of the warden and the treasurer shall
be required.
Section d. The Parish corporation seal shall be affixed to all documents requiring the same. The corporation
seal is the property of the parish and shall be entrusted to the care of the rector or the priest -in -charge. In the
event of the transfer of the rector or the priest -in -charge the seal shall be temporarily entrusted to the warden,
who shall deliver it to the new priest as soon as the latter is assigned and in residence.
Article IX
The Auditing Committee
Section 1. An auditing committee of three (3) voting members of the Parish who are not members of the Parish
Council shall be elected at the annual Parish Meeting to hold office for one year.
Section 2. The auditing committee shall audit the accounts of the treasurer and assistant treasurer, if there is
one, inspect the vouchers for disbursements from petty cash, verify bank balances and the status of securities,
and generally inquire into the financial administration of the Parish. They must audit the records at least once
during the year and report on their findings in writing to the annual Parish Meeting.
Article X
The Budget Committee
Section 1. 'file budget committee shall consist of the rector or the priest -in -charge, the warden, and at least two
other members of the parish Council, appointed by the Council each year.
Section 2. 'file budget committee shall prepare an estimated budget for the approval and adoption of the voting
members of the Parish at the annual Parish Meeting.
Section3. The estimated budget shall be presented to the Parish Council at least thirty days before the annual
Parish Meeting.
10

Article XI
Parish Organizations
Section 1. Service organizations such as sisterhoods, brotherhoods, youth groups, etc., may be established in
the Parish according to the interest and desire of the members, with the approval and blessing of the rector or
priest -in -charge. Such organizations shall exist solely to promote the health, growth, spiritual well-being, and
good order of the parish. Membership in such organizations may be open to persons who are not members of
the parish or communicants of the Orthodox Church, but their officers must be communicant members of the
Parish. The rector or priest -in -charge shall be spiritual director of all parish organizations. The Parish Council
or annual Parish meeting may enact such other resolutions for the direction of organizations as may be deemed
necessary for the welfare of the Parish.
Section 2. All organizations which use the Parish's name or which use its facilities on a regular basis shall
submit a financial report to the annual Parish Meeting. This provision shall apply to the local chapters of
national Church -affiliated organizations but not to local secular associations, or local chapters or troops of
non -Orthodox service organizations, such as neighborhood associations, Alcoholics Anonymous, or the Boy or
Girl Scouts.
Article XII
Amendments and Additional Regulations
Section 1. Amendments. These By-laws are uniform for all Parishes of the Diocese of the South and may
not be amended by the Parish, except at the places indicated in the Preamble; Article I; Article VI, Sections 1,
3, and 7; and Article VI1, Section 1. Proposed amendments may be presented to the Diocesan Bishop for his
consideration and promulgation by resolution of a Parish Meeting.
Section 2. Additional Regulations. In matters not covered by these By-laws, the Parish Meeting may enact
legislation applicable to the particular situation of the Parish. Such additional legislation must be presented to
the Diocesan Bishop for his approval before it becomes effective.
Accepted - May, 1981
With the blessing of His Grace, Dmitri
Bishop of Dallas and the South
Revised — July 23, 2009
Promulgated October 22, 2009
With the blessing of His Beatitude, Jonah
Archbishop of Washington
Metropolitan of All America and Canada
Locum Tenens of the Diocese of the South

U.S. Army Corps of Engineers
Delineation Approval
For:
St. Basil Orthodox Church
New Hanover County, NC
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2013-01817 County: New Hanover U.S.G.S. Quad: Castle Hayne
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: St. Basil the Great Orthodox Church Agent: Land Management Croup, Inc.
Attn: Corey Novak
Address: PO Box 7693 3805 Wrightsville Ave, Suite 15
Wilmineton, NC 28403 Wilmington, NC 28403
Phone No. [phone]
Property description
Size (acres) 7.5-9
Nearest Waterway Prince George Creek
USGS HUC 03030007
Location description: The property is local
Indicate Which of the Following Apply:
A. Preliminary Determination
Nearest Town Wilmington
River Basin Cape Fear River Basin
Coordinates N 34.3261 W-77.8819
_ Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA)jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process( Reference 33 CFR Part 331). If you wish, you may
request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also, you may
provide new information for further consideration by the Corps to reevaluate the JD.
Il. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
relied unou for a period not to exceed five years.
The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat signed
by the Corps Regulatory Official identified below on. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Page 1 of2

X 'file nrunerty is located in one of the 20 Cousin Counties sub! cel lon•ceulnlian under the Coastal Aren
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1310. If you have any questions regarding this
determination mud/or the Corps regulatory program, please contact Christy Wicker at (9101251-4637.
C. Basis For Determination
D. Remarks
E. Attention USDA Program Participants
This del incation/determination has been conducted to idenlily the limits of Corps' Clean Water Actjurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wellatid determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination fbr the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
'determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP
Should you decide to submit an RFA form, it must be received at the above address by December 23, 2013.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.** -../, / t
Corps Regulatory Official: _
Date: 10/25/2013 Expiration Date: 10/25/2018
The Wilmington District is committed to providing the highest level orsupport to the public. To help us ensure we continue to
do so, please complete the attached customer Satisfaction Survey or visit hitp•//ner2 nwp usace ariny.mil/survev.html to
complete the survey online.

USGS Quad Sheet and
Stream Classification
For:
St. Basil Orthodox Church
New Hanover County, NC
An -
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

MNprTN
IV 0.. -IUro fFfi 0___�_�1 IWOMFIFNS
Pml,d ft. TOP0102001 lhsm l 0e.pphie HoMip(..mpom�

Cape Fear River Basin
Name Index Number Classification Class Date
Description 'Special Designation
Pretty Pond 18-85-1.4-1 B;Svv 04/01/59
— ------------------------------
jFrom source to Lake Drain
Price Creek 16-41-2.4 WS- 08/03/92
II;HQW,NSW,CA
IFrom source to University Lake, Morgan Creek II
Price Creek 18-88-3 SC;Sw 04/01/59
_....... - ._.......---- -------- -------------- --—._........ ._...... - -- -- ------ ---- - ----
From source to Cape Fear River_ ---` .4rince George Creek 18-74-53 C;Sw 07/01/73 now
From source to Northeast Cape Fear River
Pritchards Mill Creek (Mill Creek) 16-41-2-3-(0.5) WS-II;HQW,NSW 08/03/92
,Fr m ource to a point 0.5 mile upstream of mouth
Pritchards Mill Creek (Mill Creek) 16-41-2-3-(2) Ws- 08/03/92
II;HQW,NSW,CA
'From a point 0.5 mile upstream of mouth to University Lake, Morgan Creek - --—�
Puppy Creek 18-31-19 C 07/01/73
----------- — —------- -- - -- ---
IFrom source to Rockfish Creek
Purgatory Branch 17-40-3 C 09/01/74
From source to Big Buffalo Creek
Quaker Creek 16.18-4-(2) WS- 08/03/92
II;HQW,NSW,CA
From a point 0.2 mile downstream of Alamance County SR 1912 to Graham -Mebane Reservoir, Back Creek
Quaker Creek 16-18-4-(1) — WS-II;HQIW,NSW 08/03/92
From source to a point 0.2 mile downstream of Alamance County SR 1912 I
Quewiffle Creek 18-68-2-11 C;Svv 09/01/74
source to Six Runs Creek
Raccoon Creek 17-37-3 C 08/01/98
�From source to Pocket Creek
- ------------- --- J------
Raccoon Swamp
From source to BlackRiver
18.68-15 C;Sw 09/01/74
Railer Branch 18-74-19-0.2 C;Sw 09/01/74
!From source to Goshen Swamp
i_--._--- -----------------—�-----_ ---
Rattlesnake Branch 18-68-1-17.14 C;Sw 04/01/59
—.---------- ------- _.._.. .... .. .......... — -- ---
'-From source to Little Coharie Creek
Thursday, February 09, 2012 Based on Classifications as of 20120208 Page 72 of 98

NOAA Precipitation Estimates
And OF Curve Data
For:
St. Basil Orthodox Church
New Hanover County, NC
IM
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

5r1/2014
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Castle Hayne, North Carolina, {{�'-"•Y,.
US` I ! Latitude: 34.3312°, Longitude:-77.9040°
Elevation: 25 ft`
' source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Paaybok M.Yelaa, slid D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF Oraohical i Mans &•saerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
)uration
Average recurrence interval (years)
���0�
1 2 5 10 25 SO 100 200 500 1000
5-min 6.22 7.39 6.64 9.62 10.9 &--
=F-712.6 13.7 15.0 16.0
(5.80.6.71) (6.86.7.97) (8.04-9.30) (8.92-10.4) (10.0.11.7) (11.7.13.7) (12.4-14.7) (13.4-16.1)
10-min 4.97 5.91 .708.66 (7.13-8.28) (7.99.9.29)
15-min 3 4.14 4.95 5.84 6.49 7.12 7.93 8.54 9.14 9.12 10.5
( .Bfi-4.46) (4.61-5.34) (5.43-6.28) (6.01.6.98) (6.75-7.85) (7.28-8.52) (7.80-9.18) (8.29.9.83) (8.91.10.7) (9.37-11.4)
2.84
3.42
4.14
4.70
5.42
5.97-
6.54
7.11-
7.90
8.52
30-min
(2,64.3.06)
(3.18.3.69)
(3.85-4.46)
(4.36-5.06)
(5.00.5.81)
(5.48.6.41)
(6.45-7.65)
(7.09-8.52 )
( 7.59.9.21 )
1.77
2.15
2.66
3.06
3.61
4.05
4.50
4.99
5.67
6.22
60-min
(1.65-1.91)
(2,00.2,31)
(2.47.2.86)
(2.84-3.29)
(3.33.3.87)
(3.71.4.35)
(4.11.4.84)
(4.5&5.37)
(5.09.6.11)
(5.54-6,72 )
1.05
1.28
1.03
1.92
2.34
2.70
3.10
3.53
4.17
4.72
2 ht
(0.968.1.15)
(1.18-1.40)
(1.50.1.78)
(1.76.2.09)
(2.14-2.55)
(2.46-2.94
(2.80.3.37) 11
(3.17-3.83)
(3.70-4.54)
(4.15.5.15)
0.748
0.911
1.17
1.39
1.71
2.00
2.31
2.67
3.21
3.68
3-hr
(0.fi91 0.820)
(0.840.0.998)
(1.07.1.27)
(1.27.1.51)
(1.56-1.86)
(1.81-2.18)
1 (2.08.2.52)
(2.38.2.90)
(2.82-3.48)
(3.20.4.00)
0.464
0.565
0.724
0.862
1.07
1.25
1.45
1.68
2.03
2.34
61ir
(0,428-0.509)
(0.521-0.620)
(O.fi650.793)
(0.789.0.943)
(0.972-1,17)
(1.13-1.30)
(1.30-1.58)
(1.49.1.83)
(1.78-2.21)
(2.03.2.55)
0 270
0.329
0.424
0.508
0.634
-
0.747
0.874
1.02
1.24
1.44
�12-hr
I0.247.0.299)
(0.300.0.363)
(0.387.0.468)
(0.461-0.559)
(0.571.0.697)
(0.668.0.818)
(0.775.0.957)
(0.893-1.111
(1.07-1.3fi)
(1.23.1.57)
0159
0.192
0.249
0.299
0.375
0.444
0.521
0.609
0.746
0.867
24-hr
(0. 143.0.178)
(0.174-0.217)
(0.225.0.280)
(0.269.0.335)
(0.334-0.420)
(0.392-0.4U6)
(0.455 Oa83)
(0.525-0.683)
(0.6290.841)
(0.719.0.981)
0.094
0.113
0.145
0.173
0.216
0.253
0.295
0.343
0.416
0.480
2•day
(0.085-0.105)
(0.103-0.127)
(0.132-0.162)
(0.156-0.193)
(0.193.0.241)
(0.225.0.283)
(0.2590.331)
(0.296-0.386)
(0.352-0.471)
(0.399.0.546)
0.067
0.080
0.102
0.121
0.150
0.775
0.203
0.234
0.282
0.323
3-da y
(0.060.6774)
(0.073-0.090)
(0.093-0.114)
(0.110-0.136)
(0.134-0.168)
(0.15,171 6)
(0.17&0.228)
(0.203-0.264)
(0.240-0.319)
(0.270.0.3fi8)
0.053
0.064
0.081
0.096
0.117
0.130
0.157
0.180
0.215
0.245
�4•da
(0.048.0.059)
(0.058-0.071)
(0.073-0.090)
(0.086.0.107)
(0.105-0.131)
(0.121-0,152)
(0.138.0.176)
(0.156.0.202)
(0.183.0.243)
(0.206.0.279)
0.035
0.042
0.053
0.062
0.075
0.080
0.099
0.112
0.131
0.148
7•day
(0,032.0.038)
(0.039.0.046)
(0.049-0.058)
(0.057.0.068)
(0.068-0.083)
(0.078-0.095)
(0.0880.109)
(0.099-0.124)
(0.114-0.146)
(0_126.0. 166)
0.028
0.033
0.041
0.041
0.057
0.066
0.074
0.083
0.097
0.108
�10-da
(0.025.0.030)
(0.030.0.036)
(0.038.0.045)
(0.044-0.052)
(0.052.0.063)
(0.059-0.072)
(O.Ofi6.0.081)
(0.074-0.092)
(0.0850.108)
(0.094-0.121)
0.019
0.022
0.027
0.031
0.037
0.041
0.046
0.052
0.059
D.o65
20-day
(0.017-0.020)
(0.020-0.024 )
(0.025.0.029)
(0.029 0.033 )
( 0.034.0.040)
(0.038.0.045)
(0.042.0.050)
(0.046.0.056)
(0.052.O.OfiS)
(0.057-0.072)
0 O15
0.018
0.022
0.025
0.029
0.032
0.035
0.039
0.044
0.047
30-da y
(0.014-0.016)
(0.017.0. 119)
(0.0200.023)
(0.023.0.026)
(0.027-0.031)
(0.030-0.034)
(0.032.0.038)
(0.035-0.042)
(0.039.0.047)
(0.042-0.052)
0 013
0.015
0.018
0.020
0.023
0.026
0.028
0.031
0.034
45-day
0.037
(0.012.0.013)
(0.014.0.016)
(0.017.0.019)
(0.019-0.021)
(0.022.0.025)
(0.024.0.027)
(0.026-0.030)
(0_028-0.033)
(0_031-0.037)
(0_033.0_040)
0.011
0.013
0.016
0.017
0.020
0,022
0.026
0.028
�60-day
0.024
0.030
(0.011.0.012)
(0.013.0.014)
(0.015-0.017)
(0.016.0.019)
(0.019_o.0 -
(0.020-U.023)
(0.022.0.025)
(0.024-0.027)
(0.026 0.030)
(0.027-0.033)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
jabers In parenthesis are PF estimates at lower and upper bounds of the 90% confidence Interval. The probability that precipitation frequency estimates (for
given duration and average recurrence interval) w i11 be greater than the upper bound (or less than the lower bound) is 5 % . Eslirmtes at upper bounds are ne
lacked against probable maximum precipitation (R\" estirmles and Trey be higher than currently valid PMP values.
ease refer to NOAA Alias 14 document for ours infornetion.
hltn://fxlsc.m+s.nnaa.arnAfxisr./olds/olds nrinlnana Mrd'11a1o?d 3312RIrv,o_77 nndnR.lvr°=intoncil..4nnnc=n.v.li°�.Rcn.lnm�c +rn

511/2014
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Castle Hayno, North Carolina,
US` ,
Latitude: 34.3312°, Longitude:-77.9040. i
Elevation: 25 W NOOF
•,f
source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bernie. D. Media. B. Lin, T. Parzyuok M.Yelda, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)l
Average recurrence intenel(years)
Duratlon�^
to
25
50
100 _
200
500
1000
5-min
0.518
0.676
0.720
0.802
0.905
0.983
1.06
1.14
1.25
1.33
(0.483�0.559)
(0.573-0664)
(0.670.0.775)
(0.7430.863)
(0.8'90.972)
(0.90911.06)
(0.971-1.14 )
(1.12.1.34)
(1.19
10-min
0.828
0.985
1.15
1.28
1.44
1.57
1.69
1.81
1..7
2.10
(0J72.0.892)
(0.917.1.06)
(1,07-1.24)
(1.19.1.38)
(1.33-1.55)
(1.44-1,6B)
(1.54-1.81)
(1.64-1.95)
(1.772.13)
1.03
1.24
1.bfi
1.62
1.83
1.98
2.13
2.29
2.48
2.63
15-min
(0.965-1.12)
(1.15-1.33)
(1.36-1.57)
(1.50.1.75)
(1.69-1.96)
(1.82-2.13)
(1.95-2.29 )
( 2.07.2.46)
1.42
1.71
2 7
2.35
2.71
2.90
3.27
3.56
3.95
4.26
30-min
(1.32-1.53)
(1.59-1.84)
(1.93.2.23)
-
(2.18-2.53)
(2.50-2.91)
(2.74-3.21)
(2.99-3.51 )
( 3.23.3.83 )
( 3.55-4.26 )
( 3.79.4.60 )
60-min
1.77
2.15
2.66
3.06
J.61
4.05
4.50
4.99
5.67
6.22
(1.65.1.91)
(2.00-2.31)
(2.47-2.86)
(2.84.3.29)
(3.33-3.87)
(3.71-4.35)
(4.11-4.84)
(4.53.5.37 )
( 5.09.6.11 )
(5.54-6.72)
2.10
2.56
3.26
3.84
4.69
5.41
6.20
7.06
8.34
9.43
2•hr
(1.94-2.29)
(2.36.2.79)
(3.00.3.55)
(3.53-4.19)
(4.28.5.10)
(4.92.5.88)
(5.60-6.74)
( 6.33-7.66)
(7.39.9.07)
(8.30.10.3)
2.25
2.73
3.50
4.16
5.14
6.00
6.95
8.01
9.63
11.0
3-hr
F3 h
(2.07-2.46)
(2.52.3.00)
(3.22-3.83)
(3.81-4.54)
(4.68.5.60)
(5.43.6.54)
(6.24-7.56)
(7.14.8.70)
(8.47-10.5)
(9.60.12.0)
2.78
3.38
4.33
5.16
6.40
7.48
8.70
10.1
12.2
14.0
6-hr
(2.56.3.05)
(3.12-3,71)
(3.98.4.75)
(4.72-5.65)
(5.82.6.98)
(6.76.8.16)
(7.81-9.47 )
( 8.93.11.0)
(10.6-13.2)
(12.1.15.3)
3.25
3.97
5.11
6.12
7.64
F1.99
10.5
12.J
14.9
17.3
12-hr
(2.97.3.60)
(3.62.4.38)
(4.fi8-5.64)
(5.55-6.74)
(6.88-8.39)
(8.05.9.86)
(9.34.11.5)
(10.8-13.4)
(12.9-16.4)
(14.8-19.0)
3.81F
4.62
5.97
7.17
9.01
10.6
12.5
14.6
17.9
20.11
24-hr
(3.44-4.28)
(4.18.5.20)
(5.40.6.72)
(6A6.8.04)
(8.03-10.1)
(9.41-11.9)
(10.9.14.0)
(12.6.16.4)
(15.1@0.2)
(17.2.23.6)
4.50
5.44
6.97
8.31
10.3
12.1
14.2
16.5
20.0
23.0
2-day
(4.09.5.02)
(4.94-6.07)
(6.33.7.79)
(7.51-9.28)
(9.27-11.6)
4.19
5.79
7.37
8.74
10.8
12.6
74.6
16.9
20.3
23.3
3-day
4
( .36-5.35)
(5.26-8.47)
(6.68-8.23)
(7.89.9.76)
(9.67-12.1)
(11 '1.1A.1)
(12.8.1fi.4)
(14.6.19.0)
(17.2.23.0 )
(19.5-26.5)
5.09
6.14
7.77
9.17
11.3
13.1
15.1
17.3
20.6
23.5
4-day
4
( .68-5.69)
(5.58.6.86)
(7.04-8.68)
(0.28-10.2)
(10.1-12.6)
(11.6-14.6)
(13.3.16.9)
(15.0.19.4)
(17.6.23.3)
(19.6.26.8)
5.87
7.08
8.90
10.4
12.6
14.5
'16.6
18.8
22.1
24.8
7-day
(5.39.6.47)
(6.51-7.79)
(8.15.9.79)
(9.52.11.5)
(11.5.13.9)
(13,1-1G.0)
(14.8.18.3)
(ifi.fi20.8)
(19.2-24.6)
(21.3-27.8)
6.63
7.94
9.84
11.4
13.7
15.7
17.8
20.0
23.3
26.0
10-day
(6.11.7.26)
(7.31.8.70)
(9.04.10.8)
(10.5.12.5)
(12.5.15.0)
8,89
10.6
12.9
14.8
17.6
-IF
19.8
22.2
24.7
28.3
31.3
20<la
(8.25.9.64)
(9.84-11.5)
(12.014.0)
(13.7-16.1)
(ifi.2-19.0)
(t8J-21.5)
(20.2-24.1)
(22.3.27.0)
(25.2.31.1)
(27.5-34.6)
10.9
13.0
15.6
17.7
2067.
23.0
25.4
27.9
31.4
34.1
30-day
(10.2-11.7)
13.9)
(14.6.16.7)
(16.5-19o)
(19.2.22.1)
(21.3.24.6)
13.7
_(12.2.
tfi.i
19.1
21.6
24.9
27.6
30.3
33.1
36.9
39.9
45-day
(12.8-14.6)
(15.2-17.2)
(18.0.20.4)
(20.2.23.0)
(23.3.26.6)
(25.7-29.4)
(28.1-32A)
(30.5.35.5)
(33.6-39.9)
(36.0.43.4)
60-day
16.4
19.3
22.6
25.2
28.7
31.4
34.1
36.8
40.5
43.2
(15,5.17.4)
(18.2.20.5)
(21.3.24.0)
(23.7-26.8)
(26.9-30.5)
(29.4-33.4)
(31.8Bfi.4)
(34.1-39.4)
(37.2-43.6)
(39.5.46.8)
1 Precipitation frequency (PF) estmales in this (able are based on frequency analysis of partial duration series (PDS).
Nunbers in parenthesis are PF estirretes at lower and upper bounds of the 90% confidence Interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than lho upper bound (or less than the lower bound) is 5%. Estimates
at upper bounds are not checked against probable rmxinum precipitation (PW estimates and may be higher than currently valid PIMP values.
Pease refer to NOAA Atlas 14 document for nero inforrinlion.
Back to To
hnn'/lhdsr.nws man nnvlhdgc/nfde/nfrfc orinfnanc hlrr0aL-'+4'Y3199Inn=_79 1rn

NRCS Soils Report
For:
St. Basil Orthodox Church
New Hanover County, NC
131
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

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a
d

Custom Soil Resource Report
Map Unit Legend
New HanoverCounty, North Carolina (NC129)
Map Unit Symbol x :. •
' Map Unit Name ,;
.Acres in AOI .
Percent of,'AOI
'JO
Johnston soils
1.3
17.6 %
Le
Leon sand
0.0
0.7%
Ly
Lynn Haven fine sand
1.9
27.0%
SI
Stallings fine sand
3.4
47.8 %
To
Torhunla loamy fine sand
0.2
3.5%
Wr
Wdghtsboro fine sandy loam, 0
to 2 percent slopes
0.2
3.4%
Totals for Area of Interest
7.1
100.0 %
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that itwas impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic

Geotechnical Analysis and
SHWT Determination
For:
St. Basil Orthodox Church
New Hanover County, INC
As
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

INFILTRATION TEST RESULTS FOR
STORMWATER DESIGN
PROJECT:
PHASE I AND II DEVELOPMENT PLAN FORA NEW CHURCH SITE
PROPOSED SAINT BASIL CHURCH
BLUE CLAY ROAD NEAR HIGHWAY 133
WILMINGTON, NORTH CAROLINA
PREPARED FOR:
MR. JEFF PETROFF, P.E.
COASTAL LAND DESIGN, PLLC
WILMINGTON, NORTH CAROLINA
JUNE 9, 2014
PREPARED BY:
®ATLANTIC GEOSCIENCE INTERNATIONAL, Ltd.
8633 VINTAGE CLUB DRIVE
WILMINGTON, NORTH CAROLINA 28411
(910) 6124853

r�
Infiltration Test Results for Stormwater Design
Proposed Phase I and II Development Plan
Saint Basil Church
Blue Clay Road/ Highway 133
Wilmington, North Carolina
TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION
2.0 OBJECTIVE
PAGE
3.0 FIELD METHODS 1
3.1 Augering and Borehole Advancement 1
3.2 Infiltration Testing By Constant Head Permeameter 2
4.0 RESULTS OF EVALUATION 3
4.1 Soil Classification 3
4.2 Infiltration Test Results 4
4.3 Groundwater and SHWT Conditions 5
5.0 LIMITATIONS
6.0 PROFESSIONAL SEALS/SIGNATURES
FIGURES
FIGURE 1 — SITE MAP WITH BORING LOCATION
APPENDICIES
APPENDIX I- K-TEST COMPUTATION DATA SHEET

Infiltration Test Results for Stormwater Design
Phase I and II Site Development Plan
Proposed Saint Basil Church
Blue Clay Road/ Hwy 133
Wilmington, North Carolina
June 9, 2014
1.0 PROJECT DESCRIPTION
Atlantic Geoscience International, Ltd. (Atlantic Geoscience) was retained by Coastal Land
Design, PLLC to perform infiltration testing of site soils at an 7.1 acre undeveloped wooded
property located immediately north of NC 133 on Blue Clay Road across from Cape Fear
Community College's North Campus in Wilmington, NC. In Phase I, the owner of the
property plans to construct a new 4000 square foot church with 26 parking spaces, and
onsfte convention septic disposal. Phase II is planned to include a 14,779 square foot
building.
Atlantic GeoScience, Ltd was requested to evaluate site soil conditions, to determine the
seasonal high water (SHWT), and perform infiltration testing to determine the hydraulic
conductivity of the site soils immediately overlying the SFIWT. Field work was completed on
May 7, 2014. The approximate location of the soil borings advanced by Atlantic
Geoscience, Ltd used for identifying site soils and infiltration testing (K-test) is shown in
Figure 1. Soil types encountered in the borings and general soil conditions are described in
Section 4.0 of this report. The results of the field hydraulic conductivity tests were used to
estimate an average infiltration rate for site soils. The results of infiltration testing are
described in Section 4.2 and Appendix I of this report.
2.0 OBJECTIVE
The objective of Atlantic Geoscience's workscope was to identify soil conditions beneath
the subject site and to perform infiltration testing to enable stormwater design by the Project
Engineer. Specifically this evaluation was intended to determine:
• Soil types/texture
• Presence and depth of SHWT
• Infiltration rates of site soils simulating the site's ability to infiltrate
stormwater
The following methods describe the work performed by Atlantic Geoscience:
3.0 FIELD METHODS
3.1 Augering and Borehole Advancement

On May 7th, 2014, two borings were advanced using a 5.0 centimeter (cm) diameter dove-
tail auger in general accordance with ASTM Method D-1586, "Soil Investigation By Auger
Borings". The borings were located at latitude/longitude N 34.32580 and 077.88232 as
determined by a Garmin GPSmap 60CSx global position satellite receiver. Samples were
collected and .logged as the auger was advanced vertically in six inch intervals for
geotechnical and soil classification purposes. Hand samples were collected and visually
observed for mineralogy, evidence of oxidation or reduction, structural and relic features,
and other indicators of the SHVVT. The two borings were advanced to evaluate site soils
and to conduct infiltration testing. The deepest boring was advanced to approximately 40"
inches below grade. A second boring nearby was advanced to a depth of 24.0 inches
below grade. In the 24.0" deep boring, one vertical hydraulic conductivity test was
performed using the Amoozegar Constant Head PermeameterTM. The K-test is designed to
simulate the site's capability to -infiltrate storm water. A uniquely fabricated 5.0 cm diameter
cylindrical flat -bottom shaving auger head with a shallow shaving tooth was used to shape
the bottom of the borehole. This step creates a smooth plane on the bottom surface of the
borehole and is recommended by the technology developer, Dr, Aziz Amoozegar.
3.2 Infiltration Testing Method Using the Constant Head Permeameter
Infiltration testing is performed to simulate stormwater infiltration and determine the
hydraulic conductivity (K) of a particular soil strata's ability to transmit water. Infiltration
testing (referred to as "K-testing"), involves the measurement of a volume of water moving
through a saturated or unsaturated soil column over a given period of time. Darcy's Law
describes the basic relationship of water flow through soil relating flux density (u) to the
hydraulic conductivity (K) and the gradient of soil water potential (H). Conductivity is
spatially variable but constant under saturated conditions for any given position in the field
at any given time where:
V = -K grad H
The permeameter enables insitu measurement of the saturated hydraulic conductivity
(Ksat) of a range of soil types. Infiltration testing on this site was performed in accordance
with the methods and procedures developed by Dr. Azlz Amoozegar, Professor of Soil
Engineering at NC State University, cited in the Compact Constant Head Permeameter,
Users Manual, Ksat, Inc.
A 40.0" deep pilot -hole boring was advanced to determine the predominant soil types
beneath the subject site. The borehole enabled evaluation of soil structure, bedding,
horizons, and SHWT conditions. An additional shallow 5.0 cm diameter boring was
advanced to a test depth of 24" below grade for the purpose of conducting the infiltration
test. The bottom of the boring used for testing was smoothed with a flat -bottom shaving
auger. The Amoozegar permeameter was used for saturating the borehole by releasing
approximately 15 liters of water from the reservoir chamber through a water tubed
dissipater into the borehole. This process was continued until steady state saturated
conditions were observed and an 8.0" column of water remained static in the borehole.
Once steady-state saturation was achieved, flow rates through the permeameter flow -
measuring chamber were measured at one -minute time intervals. Upon collecting four
successive uniform flow readings, steady state saturation was achieved and the test was
concluded.

The data generated by the test was reduced using the Glover Equation (shown below) to
determine an average Ksat value of soils tested. The raw data collected during the constant
head infiltration test is reported in Appendix I.
Glover's Equation: Ksat = AQ
Where: A= {sinh ' (H/r) — [(r/H)Z + 1 ]'/s + r/H) /(2 nH')
Q= steady state flow rate (cm' /min)
4.0 RESULTS OF SITE EVALUATION
Below are the findings of the evaluation to determine site soils, season high water table
conditions, and infiltration rates of soils beneath the subject site.
4.1 Soil Classification
Soil samples were visually classified/described in the field in accordance with ASTM-D
2488-84, "Description and Identification of Soils (Visual Procedures)" and in accordance
with the Unified Soil Classification System (USCS). The predominant soils encountered
were generally classified as fine grained sands (SP). Below is a table listing the soil types
and strata encountered in Boring No. 1.
BORING NO. 1 LOG
BORING
DESCRIPTION
MOISTURE
OXIDATION/
USCS
USDA
DEPTH
CONTENT
REDUCTION
CLASS
ASSOCIATION
inches
0 to 2"
Organic detritus;
Low
N
Wrightsboro
wood/leaves
2" to 8"
Grey -Tan Fine
Slightly
N
SP
Wrightsboro
SAND w/roots
Moist
8" to 20"
Tan -Olive Fine
Moist
Y
SP
Wrightsboro
SAND w/Faint
Sulfide Stains
20" to 24"
Tan Fine SAND
Moist
N
SP
Wrightsboro
w/ Faint Orange
Mottles and
Sulfide Stains
24" to 30"
Tan Fine SAND
Moist
Y
SP"'
Wrightsboro
w/ Bright Orange
Mottles
30" to 34"
Tan Fine SAND
Very Moist
Y
SP
Wrightsboro
w/ Faint Dull
Orange Mottling
34" to 40"
Tan Fine SAND;
Very Moist
Y
SP/SC
Wrightsboro
Dull Orange
Mottles w/ Suede
Stains grading to
grey CLAY
= The Seasonal High Water Table was noted at approximately 30' below grade. The layer shows indications
of saturation and heavy orange mottling with some black sulfide nodules. Iron oxidation noted at this depth.

For presence of oxidation/reduction, Y=yes, and N=no meaning that either condition is present or neither
condition is not present respectively.
A review of the United States Department of Agriculture (USDA) Soil Conservation Service
(SCS), Soil Survey of New .Hanover County, North Carolina, published in 1977 was
performed. The USDA survey indicates that soil underlying the subject site are
predominantly characterized as the Wrightsboro-0nslow-Kenan Association which are
typically slightly poorly drained soils consisting of sand, fine sand, fine sandy loam, loamy
fine sand, in upper layers and sandy clay loam, sandy loam, and clay loam subsoils. The
Wrightsboro soil series are described as moderately well drained soils within this
Association and found on nearly level uplands and inter -stream divides.
The Wrightsboro series appears to be the predominant soils found on the subject site and
are typically fine-grained sands (SP) with some medium -grained sands (SM). Typically, the
surface layer is a grayish -brown fine sandy loam approximately 0 to 6 inches thick
underlain by a series of pale brown fine sands from 6 to 9 inches and pale brown -yellow
sandy loam with few light grey mottle below a 19 inches depth. From 24 inches to 36
inches the Wrightsboro series is described as brownish -yellow fine sandy loam with pale
brown mottles, and slightly sticky. From 36 inches to 48 inches is a brown -yellow sandy
clay loam with a distinct.yellow-red mottles, slightly sticky. From 48 inches to 65 inches is
grey clay with yellow mottles, some flakes of mica, and reddish -yellow mottles.
Permeability for the Wrightsboro soil series is reported by USDA to be moderate.
Permeability ranges from:
0 to 9 inches 2.0 to 6.0 inches/hr
9 to 48 inches 0.6 to 2.0 inches/hr
48 to 65 inches 0.06 to 0.2 inches/hr
Available water capacity is low; and shrink -well potential is low to moderate because of fine
grained sediment and clay mineralogy in the matrix. These soils exhibit metal reaction to be
moderate and concrete reaction to be high. The USDA Soil Survey for New Hanover
County states the apparent high water table for the Wrightsboro Series is generally at
depths of 2.0 to 3.0 feet during December -April time period.
4.2 Infiltration Test Results
An infiltration test (Ksat test) was performed at the subject site using the methods
described above in Section 2.0 "Infiltration Testing Using the Amoozegar Constant Head
Permeameter". The test was performed using a borehole depth of 24.0 inches. The
borehole was terminated below grade within the un-saturated zone above the SHWT. The
borehole was saturated using the constant head permeameter until steady-state conditions
were achieved. The infiltration test enabled a determination of soil vertical permeability and
effectively simulated stormwater infiltration. The infiltration rate determined at Boring 1
follows:
A Estimated Ksat for Boring No. 1 = 0.94 inches/hour
Refer to Appendix I in this report for the "K-Test Computation Data Sheet' containing the
relevant data and computations for deriving the average infiltration rate shown above.

4.3 Groundwater Table and SHWT Conditions
From the borings advanced at this site, the apparent groundwater table was noted to be
positioned at a depth of approximately 30 inches below grade at the time of.this report.
Recent weeks/months of typical seasonal rainfall likely has contributed to the high water
table conditions noted.
No Indicators of redoximorphic conditions were present in the A Horizon to a depth of
approximately 9.0 to 10.0 inches below grade Beginning in the B Horizon, between 10.0
to 20.0 inches, olive -fine sands began exhibiting faint indicators such as muted sulfide
staining and dull iron oxidation. Soils in this shallow zone displayed high moisture
contents likely because of seasonal rainfall. The apparent water table elevation was
estimated to be 30.0 inches below grade at the time of this field evaluation. The
apparent water elevation fluctuates seasonal and is typically at it's highest level between
the months of December through April. Our field observations of water table conditions
were consistent with USDA published data. Review of the USDA -Soil Survey for New
Hanover County estimates the apparent water table for the Wrightsboro Series to
typically range from 2.0 to 3.0 feet during the wet season (December -April).
Groundwater elevations at this site, and regionally, may fluctuate throughout the year
due to seasonal rainfall.
Based on redoximorphic conditions noted in auger borings, the SHWT at this site is
estimated to be at a depth of approximately 30.0 inches below grade. In this zone fine
sand was noted to have mottling of high contrast with a bright -orange redoximorphic
layer. This is characteristic of an iron oxidized environment. Our field investigation
determined that Immediately below the upper iron oxidized zone was a dull tan -grey
sandy -clay to clayey -sand zone (IIB Horizon) with dulled black manganese and sulfide
spotted soils. This lower dulled grey clayey zone indicates anaerobic conditions.
Based on soil morphology, redox conditions, and soil wetness observed in the field, we
conclude that the SHWT at the site is approximately 30.0 inches below grade,
Indications of faint/minimal mottling and redox conditions above 24.0 inches may
represent relic zones where the SHWT existed at one time and have been altered due to
changes in local drainage patterns or seasonal rainfall. The higher zones of low redox
are typically wet during some part of the winter and spring (December -April). The soils
are typically positioned above a restrictive soil horizon such as clay as was noted at this
site.
5.0 LIMITATIONS
This report has been prepared for exclusive use by Coastal Land Design, PLLC and the
Project Architect. The report should not be relied upon by other third parry entities. The
exploratory and evaluative methods implemented by Atlantic GeoScience, Ltd. in
performing this limited evaluation are consistent with geo-scientific, geologic, and geo-
engineering standards routinely used in performing limited subsurface exploratory
investigations. The subsurface exploration data presented in this report include
geotechnical, hydrogeological, and geological conditions encountered during test drilling
on the subject site. Use of this data is interpretive by nature and requires estimations,
inferences, assumptions and interpolation between known data points. Cross -sections
and drill logs illustrating subsurface conditions are for information purposes and should

not be relied upon for site development, construction, or subsurface excavation
purposes. Subsurface conditions represented in the report. are subject to vary laterally
and vertically across the site. The test results and data presented in this report represent
conditions that were discovered during the time borings were advanced at this site. Site
conditions described in this report may vary in the future or be altered due to man-made
activities or occurrences. This includes soil types, bedding thickness, and the elevation
of groundwater.
Additional drilling, analyses, testing, modeling, and surveying may be necessary to refine
the accuracy of the data provided in this report. The user of this data should do so with
caution as subsurface conditions at the site may vary from the findings contained in this
report.
6.0 PROFESSIONAL SEALS AND SIGNATURES
The below parties certify that this report has been prepared under the direct supervision
of a Professional Geologist registered in the State of North Carolina. The Professional
Geologist in responsible charge has verified the work performed and reported during
completion of the work scope including planning, drilling, test pit excavation, field data
collection, classification of soils, and technical report preparation.
The data, information, assertions, interpolations, inferences, and statements describing
site conditions are believed to be true and accurate. The report has been prepared in
accordance with the current standards of practice for geology and geo-sciences.
Rudy A. Smithwick, P.G.
Principal Geologist
NC Stormwater BMP Certification No. 1871
c�rte t/,. , It1l "X
Stephen A. Tyler, P.G.
Project Geologist

)Y
v,.
F.
lg3si
A lips
roximate Boren LocationR
6i
! \ a a
Sa
0
q
-- : irk[ ! it
{i".1.4 a
47 JS
' r•; <,
•
urce: Coastal Land Design, PLLC, Site Plan, dated March 20, 2014.
Infiltration Test Results
Coastal Land Design, PLLC
Atlantic GcoSciencc, Ltd St. Basil Church
Wilmington, NC Wllmingtgn, North Carolina
"Mining•Rxplomlion•Hydrogeology lob No.: Uaze: S
2014.018 6/9/14
.p w/ Boring Location figure:
St. Basil Church
lyi Ckd. By
8/ST RAS

K-TEST COMPUTATION DATA SHEET
Site Name: St. Basil Church Phase I and II Development
Site Location: Blue Clay Road/Hwy 133
Wilmington, NC
Borehole Depth: 20.0 inches or 50.80
Borehole Radius (r): 1 inch or 2.54 cm
Distance from Bottom of Reservoir Ruler to top of Borehole:
Distance from Bottom of Reservoir Ruler to bottom of Borehole (D):
Desired Water Column In I Borehole
Constant -Head Tubes Vacuum setting (d):
Test 1
Technician RS/ST
Date: 7-May-14
Weather: Clear, Sunny, 82 F
4.0 inches or 10.16 cm
24 inches or 60.96 cm
6.0 inches or 15.24 cm
18.0 In. or 47.52 cm
Conversion Factor (C.F.): Measuring Resevoir only (1-on) = 20 cm Measuring and Main (2� (2-on) =105 cm'
Time
Hour Minute-
Actual d
(cm/inches)
H
Q . `(cma/rrtm):
Q (pma/Four)
Ksat (cm/hour)
Resevoir'Drop C.,R (20 or 10S)
x, ' E "
E/'(min/hour)
= p,
.
:
Fx Coef A I%&rn /hour)
Test 1
CF=20
E/F=34/0.0167
Coeficient A: 0.001135
0.01 min
18.0 in
6.0 in
1.7 in or 0.67 cm
34
2,095.81
2.38.
0.02 min
18.0 in
6.0 in
1.7 in or 0.67 cm
34
2,095.81
2.38
0.03 min
18.0 in
6.016
1.7 cm or 0.67 cm
34
2,095.10
2.38
0.04 min
18.0 in
6.0 in
1.7 in or 0.67 cm
34
1 2,095.10
2.38
2.38 cm/hr or 0.94 in/hr
Test 2
0.0 in
0.01 min
0.0 in
NA
0.02 min
0.0 In
NA
0.03 min
0.0 in
NA
0.04 min
0.0 in
NA
Average Ksat Value 2.38 cm/hr or Ksat= 0.94 in/hr
Note: Circle which C.F. and Increment centemeters (cm) or inches (in) your using for subject test.
Coef. A from H and r data: Table 1 (use r- 2.54) or Table 3 (r=3.5) from CCHP manual.

Curve Number Analysis
(Pre -Post and NCDENR)
For:
St. Basil Orthodox Church
New Hanover County, NC
Ell
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

St. Basil Church
Stormwater Calculations - Curve Number Analysis
New Hanover County, NC
The Soil Types were Determined from the NRCS Soil Survey of New Hanover County, North Carolina
Pre -Development
Pre -Development Conditions
2
3
Type of Land Use
%
Weighted CN
% - Abbrev- SHG - Type
%
-
1.3ac - JO SHG = D): Woods - fair
M79
17.6
13.90
1.9ac - L SHG = D): Woods - fair
27.7
21.88
3.4ac - St SHG = C : Woods - fair
47.8
34.89
0.2ac - To SHG = C : Woods - fair
3.5
2.56
Woods - fair
73
1 3.4
2.48
Total
1 100%
75.72
Followin Q-Predevelo ment numbers nenerated from attached H draflow Models
H draflow Anal sis 1 -Year
2 - Year
1 10 - Year
1 25 - Year
Q - Predevelo ment Q cfs
Q cfs
Q cfs
Q cfs
Undeveloped 7 Acre Tract
) �fi)1p61
,1�1•047wl; i
t<f `Y32.88 A 4'4;'
� a,:95f11��:
Post -Development
Post -Development Conditions
1
2
3
Type of Land Use
CN
%
Weighted CN
( so - Abbrev- SHG - Type ]
( --- ]
[%]
( --- ]
1.25ac - JQ (SHG = D): Woods - fair
79
21.45
16.94
1.96ac - Ly (SHG = D): Woods - fair
79
33.75
26.67
1.76ac - St (SHG = C): Woods - fair
73
30.31
22A 3
0.25ac - To (SHG = C): Woods - fair
73
4.26
3.11
0.24ac - Wr (SHG = C): Woods - fair
73
4.14
3.02
0.35ac - Impervious not draining to pond
98
6.08
5.96
1.27ac Draining to Pond (not in system)
0
0.00
0.00
Total
---
100%
7T.83
P-11.... in. rl-PneMnvnlnmmnnt ni imhom nonorntpd frnm nttnrhpd Hvdraflow Models
Undeveloped
Undeveloped
Undeveloped
Undeveloped
Undeveloped
Impervious not to pond
rea draining to Pond
H draflow Analysis
1 - Year
2 -Year
10 -Year
25 -Year
Q - Postdevelo ment
Q cfs
Q cfs
Q cfs
Q cfs
Runoff from 5.81 ac site CN above used
10.53
14.65
28.31
38.39
Discharge from Pond - 1.27 Acres
0.76
0.95
1.53
4.99
Total
i �1L1 29i w
15t60° ,
29 84';; 'a1
J rr 43°.38` N? 7?

Pre Development Flowrates
For 1-yr, 2-yr, 10-yr and 25-yr Events
(Hydraflow - Hydrographs)
For:
St. Basil Orthodox Church
New Hanover County, NC
In
Coastal Land Design, PLLC
Civil Engineering/landscape Architecture
Land Planning/Construction Management

Hydrograph Return Period Recap Hydraflow Hydrographs by lntelisolve v9.2
Hyd.
No,
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
----
11.61
16.47
----
25.03
32.88
45.11
55.74
68.44
St. Basil - Pre Development
Proj. file: St. Basil Hydraflow-Pre.gpw
Tuesday, Sep 23, 2014

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
St. Basil - Pre Development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area
= 7.080 ac
Basin Slope
= 2.9 %
Tc method
= LAG
Total precip.
= 3.81 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
4.00
2.00
Tuesday, Sep 23, 2014
Peak discharge = 11.61 cfs
Time to peak =
726 min
Hyd. volume =
40,441 cuft
Curve number =
75.7
Hydraulic length =
340 ft
Time of conc. (Tc) =
8.90 min
Distribution =
Type III
Shape factor =
484
St. Basil - Pre Development
Hyd. No. 1 -- 1 Year
Q (cfs)
12.00
10.00
[RISK;
. We
CIrN]
2.00
0.00 ' ' ' �-- ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Jun 26, 2014
Hyd. No. 1
St. Basil - Pre Development
Hydrograph type = SCS Runoff
Peak discharge
= 16.47 cfs
Storm frequency = 2 yrs
Time to peak
= 726 min
Time interval = 2 min
Hyd. volume
= 56,579 cuft
Drainage area = 7.080 ac
Curve number
= 75.7
Basin Slope = 2.9%
Hydraulic length
= 340 ft
Tc method = LAG
Time of conc. (Tc)
= 8.92 min
Total precip. = 4.62 in
Distribution
= Type III
Storm duration = 24 hrs
Shape factor
= 484
St. Basil - Pre Development
Q (Cfs) Hyd. No. 1 — 2 Year Q (Cfs)
18.00 - 18.00
15.00 - 15.00
12.00 12.00
9.00 - 9.00
6.00 - 6.00
3.00 - 3.00
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
St. Basil - Pre Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 7.080 ac
Basin Slope
= 2.9 %
Tc method
= LAG
Total precip.
= 7.17 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Wi
3
Thursday, Jun 26, 2014
Peak discharge = 32.88 cfs
Time to peak
= 726 min
Hyd. volume
= 112,468 tuft
Curve number
= 75.7
Hydraulic length
= 340 ft
Time of conc. (Tc)
= 8.92 min
Distribution
= Type III
Shape factor
= 484
St. Basil - Pre Development
Hyd. No. 1 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
MWOM
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9.2
Hyd. No. 1
St. Basil - Pre Development
Hydrograph type
= SCS Runoff
Storm frequency .
= 25 yrs
Time interval
= 2 min
Drainage area
= 7.080 ac
Basin Slope
= 2.9 %
Tc method
= LAG
Total precip.
= 9.01 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00'
20.00
10.00
AIM
Thursday, Jun 26, 2014
Peak discharge = 45.11 cfs
Time to peak
= 726 min
Hyd. volume
= 155,435 cuft
Curve number
= 75.7
Hydraulic length
= 340 ft
Time of conc. (Tc)
= 8.92 min
Distribution
= Type III
Shape factor
= 484
St. Basil - Pre Development
Hyd. No. 1 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
MWO
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydraflow Rainfall Report
Hydrafiow Hydrographs by Inlelisolve v9.2
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
79.7999
12.7000
0.8885
---
2
89.6877
12.6000
0.8707
------
3
0.0000
0,0000
0.0000
----
5
92.4193
12.5000
0.8283
---
10
94.2184
12.3000
0.8006
-----
25
84.0577
10.9000
0.7387
---•-
50
77.0586
10.0000
0.6934
--
100
72.1359
9.0000
0.6553
-------
File name: Castle Hayne IDF-NOAA.IDF
Intensity = B I (Tc + D)AE
Friday, Sep 26, 2014
Return
Intensity Values (inlhr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
6.21
4.98
4.17
3.60
3.17
2.84
2.57
2.36
2.17
2.02
1.89
1.77
2
7.38
5.94
4.99
4.32
3.81
3.42
3.10
2.85
2.63
2.45
2.29
2.15
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.63
7.01
5.94
5.17
4.59
4.14
3.78
3.48
3.22
3.01
2.82
2.66
10
9.62
7.85
6.67
5.83
5.20
4.70
4.30
3.97
3.69
3.45
3.24
3.06
25
10.89
8.90
7.60
6.67
5.97
5.42
4.98
4.61
4.30
4.04
3.81
3.61
50
11.79
9.65
8.27
7.29
6.55
6.97
5.50
5.11
4.79
4.51
4.26
4.05
100
12.80
10.48
8.99
7.94
7.16
6.54
6.04
5.63
5.28
4.99
4.73
4.50
Tc.= time in minutes. Values may exceed 60.
PreciD. file name: SamDle.oco
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.81
4.62
0.00
5.97
7.17
9.01
10.60
12.50
SCS 6-Hr
2.78
3.38
0.00
4.33
5.16
6.44
7.48
8.70
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Post Development Flowrates and
Stormwater Pond Model, Routing,
Calculations and Riser Design
For 1-yr, 2-yr, 10-yr, 25-yr, 100-yr Events
(Hydraflow - Hydrographs)
For:
St. Basil Orthodox Church
New Hanover County, NC
IN
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

WET POND DATA SHEET
St. Basil Church - Stormwater Pond
POND #1
DRAINAGE AREA (Ad) =
1.27 ACRES
IMPERVIOUS AREA (Ai):
BUILDINGS:
0.35 ACRES
ROADS:
0.09 ACRES
PARKING:
0.18 ACRES
SIDEWALKS:
0.03 ACRES
TOTAL:
0.65 ACRES
PERCENT IMPERVIOUS (1):
I = Ad/Ai = 51.09% �—
POND#1 SHALL BE 3' DEEP AND DESIGNED TO REMOVE 90% TSS.
SA/DA= 5.7
REQUIRED SURFACE AREA AT PERMANENT POOL:
SAREQ.= 0.07239 AC. = 3153.3084 SF
SURFACE AREA PROVIDED AT PERMANENT POOL (EL. 21.5)= 3906 SF
...................................................................................................................... ti
SA PROV'D= 3906 > 3153.308 =SA REO'D OK
...........................................................................................................................
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BYTOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.50978785
VOLUME= 1.5"*Rv*Ad = 0.0809288 AC -FT
= 3525.2595 FT ^ 3

VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
EL.
SA (SF)
VOL• (CF)
21.5
3906
0
22
5247
2288.25
23
6187
5717
SET TEMP. POOL ELEVATION:
REQ'D EL.=
USE EL. _
VOL. PROV'D =
22.216374
22.25
3717.5 CF
TOTAL
VOL• (CF)
0
2288.25
8005.25
......................................................................................................................1
VOL. PROV'D= 3717.5 > 3525.259 =VOL. REQ'D OK
..........................................................................................................................:
FOREBAY SIZING:
PERMANENT POOL VOLUME:
EL.
16
17
18
19
20
21
22
SA (SE)
301
560
868
1205
1570
1964
5247
INCREM. TOTAL
VOL• (CF) VOL• (CF)
430.5
714
1036.5
1387.5
1767
3605.5
430.5
1144.5
2181
3568.5
5335.5
8941
REQ'D VOLUME = 20% OF TOTAL PERMANENT BASIN VOLUME = 1788.2 CF

CHECK FOREBAY VOLUME:
INCREM.
TOTAL
EL.
SA (SF)
VOL. (CF)
VOL. (CF)
18
156
0
0
19
297
226.5
226.5
20
468
382.5
609
21
667
567.5
1176.5
22
1016
841.5
2018
PROV'D VOLUME = 2018 CF
.......................................................................................................................%
VOL. PROV'D= 2018 > 1788 =VOL. RE0'D OK:
...........................................................................................................................
ORIFICE SIZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0.02040081 CFS (FOR 2 DAY DRAWDOWN)
05= 0.00816032 CFS (FOR 5 DAY DRAWDOWN)
SELECT A 1.00 INCH CIRCULAR ORIFICE, (PERM. POOL EL. = 21.5
Q PROV'D= Cd*A*(2gh) ^ 1/2 WHERE: Cd= 0.6
A= 0.005454 SF
g= 32.2 FPS/S
h= avg head:
= 0.236111
Q PROV'D= 0.0127609
•................................................................%
02> 0.0127609 >Q5 OK
.....................................................................

SIZE PRINCIPAL SPILLWAY AND EMERGENCY SPILLWAY
TO PASS 10 YEAR - 24 HOUR STORM EVENT
DRAINAGE AREA = 1.27
%IMPERVIOUS = 51.1%
Cc = SUM(CA)/SUM(A)
WHERE C IMPERVIOUS =
C PERVIOUS =
DESIGN STORM EVENT =
RAINFALL INTENSITY: 7.7
TOP OF OUTLET STRUCTURE=
INVERT OF OUTLET STRUCTURE -
TOP OF POND ELEVATION =
DIMENSIONS OF OUTLET STRUC-
TOP OF SPILLWAY
RISER EL.: 22.2E
h
INVERT = 20
TOP OF SPILLWAY = 23.5
AC
0.5831565
0.95
0.2
10-year, 10 minute duration
IN/HR
22.25 MSL
20 MSL
24.5 MSL
4'
WIDTH OF EMERGENCY SPILLWAY
10.0' 1 TOP OF DIKE=
Q req = Cc I A = 5.70 cis � PRINCIPAL SPILLWAY TO PASS REQUIRED 10 YEAR STORM EVENT

CHECK FOR FLOW CAPACITY OF RISER
O prin = Cw L H ^ 3/2 = 73.79024 CFS
...............................................................
0 prin= 73.79 cfs >
...............................................................
Where Cw=3.3 (Sharp crested weir)
................................................ t
5.70 cfs =O req OK:
..................................................
CHECK FOR FLOW CAPACITY OF EMERGENCY SPILLWAY FOR 100 YEAR STORM
RAINFALL INTENSITY • 12.5 IN/HR
0 req = Cc 1 A = 9.26 cfs EMERGENCY SPILLWAY TO PASS REQUIRED 100 YEAR STORM EVENT
0 emergency = Cw L H-3/2 = 30.00 cfs Where Cw=3.0 (Broad -crested weir)
........................................................................................................................
0 emer= 30.00 cfs > 9.26 cfs =0 req OK
........................................................................................................................:

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(it)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
3.417
2
724
10,264
—
--
St. Basil - Drainage to Pond
2
Reservoir
0.764
2
748
10,005
1
22.48
5,014
<no description>
St. Basil Pond-rev1.gpw
Return Period: 1 Year
Monday, Sep 29, 2014

Hydrograph Report
Hydraflow Hydrographs by Inlelisolve v9.2 Monday, Sep 29, 2014
Hyd. No. 1
St. Basil - Drainage to Pond
Hydrograph type = SCS Runoff Peak discharge = 3.417 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 10,264 cuft
Drainage area = 1.270 ac Curve number = 86*
Basin Slope = 2.9 % Hydraulic length = 340 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.81 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
' Composite (ArealCN) = [(0.650 x 98) + (0.620 x
Q (Cfs)
74)) 11.270
St. Basil - Drainage to Pond
Hyd. No. 1 — 1 Year
Q (Cfs)
4.00
4.00
3.00
3.00
2.00
2.00
2-
1.00
1.00
0.00
0 2 4 6
— Hyd Na. 1
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.764 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 10,005 cuft
Inflow hyd. No.
= 1 - St. Basil - Drainage to Pond
Max. Elevation
= 22.48 ft
Reservoir name
= St. Basil
Max. Storage
= 5,014 cuft
Storage Indication method used
Q (cfs)
4.00
3.00
OM
1.00
<no description>
Hyd. No. 2 — 1 Year
0.00
0 8 16 24 32 40 48 56 64 72
Hyd No. 2 — Hyd No. 1 0 Total storage used = 5,014 cuft
Q (cfs)
4.00
3.00
2.00
1.00
-�- 0.00
80
Time (hrs)

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
4.445
2
724
13,459
—
--
St. Basil - Drainage to Pond
2
Reservoir
0.950
2
748
13,194
1
22.72
6,396
<no description>
St. Basil Pond-revl.gpw
Return Period: 2 Year
Monday, Sep 29, 2014

, 1 i
Hydrograph Report
HydraBow Hydrographs by Intelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 1
St. Basil - Drainage to Pond
Hydrograph type = SCS Runoff
Peak discharge
= 4.445 cfs
Storm frequency = 2 yrs
Time to peak
= 12.07 hrs
Time interval = 2 min
Hyd. volume
= 13,459 cuft
Drainage area = 1.270 ac
Curve number
= 86`
Basin Slope = 2.9 %
Hydraulic length
= 340 ft
Tc method = USER
Time of conc. (Tc)
= 5.00 min
Total precip. = 4.62 in
Distribution
= Type III
Storm duration = 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.650 x 98) + (0.620 x 74)111.270
Q (cfs)
5.00
4.00
Om
►14I1➢
1.00
0.00
0 2 4
Hyd No. 1
St. Basil - Drainage to Pond
Hyd. No. 1 — 2 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
T--' 0.00
16 18 20 22 24
Time (hrs)

i r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.950 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 13,194 cuft
Inflow hyd. No.
= 1 - St. Basil - Drainage to Pond
Max. Elevation
= 22.72 ft
Reservoir name
= St. Basil
Max. Storage
= 6,396 cuft
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 --
0 8
Hyd No. 2
<no description>
Hyd. No. 2 — 2 Year
16 24 32
— Hyd No. 1
40 48 56 64 72
lTotal storage used = 6,396 cult
Q (cfs)
5.00
4.00
3.00
2.00
1.00
-j- 0.00
80
Time (hrs)

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(it)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
7.688
2
724
23,897
—
--
St. Basil - Drainage to Pond
2
Reservoir
1.527
2
748
23,623
1
23.48
11,196
<no description>
St. Basil Pond-revl.gpw
Return Period: 10 Year
Monday, Sep 29, 2014

Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 1
St. Basil - Drainage to Pond
Hydrograph type =
SCS Runoff
Peak discharge
= 7.688 cfs
Storm frequency =
10 yrs
Time to peak
= 12.07 hrs
Time interval =
2 min
Hyd. volume
= 23,897 cuft
Drainage area =
1.270 ac
Curve number
= 86`
Basin Slope =
2.9 %
Hydraulic length
= 340 ft
Tc method =
USER
Time of conc. (Tc)
= 5.00 min
Total precip. =
7.17 in
Distribution
= Type III
Storm duration =
24 hrs
Shape factor
= 484
' Composite (Area/CN) _ [(0.650 x 96) + (0.620 x 74)]11.270
St. Basil - Drainage to Pond
Q (cfs)
Hyd. No. 1 — 10 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6
8 10 12 14 16 18 20
22 24
Time (hrs)
— Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 29. 2014
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 1.527 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 23,623 cuft
Inflow hyd. No.
= 1 - St. Basil - Drainage to Pond
Max. Elevation
= 23.48 ft
Reservoir name
= St. Basil
Max. Storage
= 11,196 cult
Storage Indication method used
Q (cfs)
8.00
. is
4.00
701 e,
I
— Hyd No. 2
<no description>
Hyd. No. 2 -- 10 Year
12 18 24 30 36 42 48
Hyd No. 1 " ! Total storage used = 11,196 cuft
Q (cfs)
8.00
4.00
2.00
r- 0.00
54
Time (hrs)

Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
10.01
2
724
31,609
—
—
—
St. Basil - Drainage to Pond
2
i
Reservoir
4.996
2
732
31,331
1
23.63
12,165
<no description>
St. Basil Pond-rev1.gpw
Return Period: 25 Year
Monday, Sep 29, 2014

Hydrograph Report
HydraBow Hydrographs by Inlelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 1
St. Basil - Drainage to Pond
Hydrograph type = SCS Runoff
Peak discharge
= 10.01 cfs
Storm frequency = 25 yrs
Time to peak
= 12.07 hrs
Time interval = 2 min
Hyd. volume
= 31,609 cuft
Drainage area = 1.270 ac
Curve number
= 86'
Basin Slope = 2.9 %
Hydraulic length
= 340 ft
Tc method = USER
Time of conc. (Tc)
= 5.00 min
Total precip. = 9.01 in
Distribution
= Type III
Storm duration = 24 hrs
Shape factor
= 484
` Composite (Area/CN) = )(0.650 x 98) + (0.620 x 74)) 11.270
St. Basil - Drainage to Pond
Q (cfs) Hyd. No. 1 — 25 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs by Inlelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 4.996 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 31,331 cuft
Inflow hyd. No.
= 1 - St. Basil - Drainage to Pond
Max. Elevation
= 23.63 ft
Reservoir name
= St. Basil
Max. Storage
= 12,165 cuft
Storage Indication method used
<no description>
Q (cfs) Hyd. No. 2 — 25 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 — Hyd No. 1 1, 1 Total storage used = 12,165 cuft

Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
now Interval
(cfs)
Time
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
01)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
14.37
2
724
46,412
—
--
St. Basil - Drainage to Pond
2
Reservoir
13.20
2
726
46,131
1
23.77
13,103
<no description>
St. Basil Pond-rev1.gpw
Return Period: 100 Year Monday, Sep 29, 2014

Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
St. Basil - Drainage
to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.270 ac
Basin Slope
= 2.9 %
Tc method
= USER
Total precip.
= 12.50 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.650 x 98) + (0.620 x 74)1 / 1.270
Q (cfs)
15.00
12.00
• m
Add
3.00
0.00 '
0 2 4
— Hyd No. 1
Monday, Sep 29, 2014
Peak discharge = 14.37 cfs
Time to peak =
12.07 hrs
Hyd. volume =
46,412 cuft
Curve number =
86`
Hydraulic length =
340 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type III
Shape factor =
484
St. Basil - Drainage to Pond
Hyd. No. 1 — 100 Year
6 8 10 12 14 16 18
Q (cfs)
15.00
12.00
l
. 1M
M
0.00
20 22 24
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 29, 2014
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 13.20 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 46,131 cuft
Inflow hyd. No.
= 1 - St. Basil - Drainage to Pond
Max. Elevation
= 23.77 ft
Reservoir name
= St. Basil
Max. Storage
= 13,103 cuft
Storage Indication method used.
<no description>
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
0'.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 — Hyd No. 1 17 —7 Total storage used = 13,103 cult

Pond Report
Hydraflow Hydrographs by Intelisolve v9.2 Monday, Sep 29, 2014
Pond No. 1 - St. Basil
Pond Data
Contours - User -defined wntour areas. Conic method used for volume calculation. Begining Elevation = 21.50 It
Stage I Storage Table
Stage (ft) Elevation (it)
0.00 21.50
0.50 22.00
1.50 23.00
2.50 24.00
3.00 24.50
Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
3,906 0 0
5,247 2,280 2,280
6.187 5,710 7.990
7,185 6,679 14,669
7,710 3,723 18,391
Culvert/ Orifice Structures
Weir Structures
TPu=
ova„, Firo
oRrFw
L�/(YL
oared
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (in)
= 15.00
1.00 0.00
0.00
Crest Len (ft) = 2.00
12.00
10.00 0.00
Span (in)
= 15.00
1.00 0.00
0.00
Crest El. (ft) = 22.25
23.50
23.50 0.00
No. Barrels
= 1
1 0
0
Weir Coeff. = 3.33
3.33
3.33 3.33
Invert El. (it)
= 20,00
21.50 0.00
0.00
Weir Type = Riser
Rect
Rect -
Length (it)
= 30.00
3.00 0.00
0.00
Multistage = Yes
Yes
No No
Slope (%)
= 0.50
0.00 0.00
n/a
N-Value
= .013
.013 .013
trial
Orifice Coeff.
= 0.60
0.60 0.60
0.60
Exfil.(inlhr) = 0.000 (by
Contour)
Multi -Stage
= nla
Yes No
No
TW Elev. (it) = 0.00
Note, CuIv onfim eieri a are enalwo ui tl inlet (ic) aril outlet (oc) conUol. We'v risers ,ireaea fa
orifim corMitims (k) aM submergence (s).
Stage I Storage I Discharge
Table
Stage Storage
Elevation
Chi, A
Clv B Clv C
PrfRsf Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft cult ft
cfs
cfs cis
cfs cis
cfs
cfs
cis cfs cfs
cfs
0.00
0 21.50
0.00
0.00 --
-- 0.00
0.00
0.00
- - -
0.000
0.05
228 21.55
4.21 oc
0.00 is -
- 0.00
0.00
0.00
- - -
0.003
0.10
456 21.60
4.21 oc
0.01 is -
- 0.00
0.00
0.00
- - -
0.006
0.15
684 21.65
4.21 oc
0.01 is -
- 0.00
0.00
0.00
- - -
0.009
0.20
912 21.70
4.21 oc
0.01 is -
- 0.00
0.00
0.00
- - -
0.010
0.25
1,140 21.75
4.21 oc
0.01 is -
- mo
0.00
0.00
- - -
0.012
0.30
1,368 21.80
4.21 oc
0.01 is -
- 0.00
0.00
0.00
-- - -
0.013
0.35
1,596 21.85
4.21 oc
0.01 is -
- 0.00
0.00
0.00
- - -
0.015
0.40
1,824 21.90
4.21 oc
0.02 is -
- 0.00
0.00
0.00
- - -
0.016
0.45
2,052 21.95
4.21 oc
0.02 is -
- 0.00
0.00
0.00
- - -
0.017
0.50
2,280 22.00
4.21 oc
0.02 is -
- 0.00
0.00
0.00
- - -
0.018
0.60
2,851 22.10
4.21 oc
0.02 is -
- 0.00
0.00
0.00
- - -
0.020
0.70
3,422 22.20
4.21 oc
0.02 is --
- 0.00
0.00
0.00
- - -
0.021
0.80
3,993 22.30
4.21 oc
0.02 is -
- 0.07
0.00
0.00
- - -
0.097
0.90
4.664 22.40
4.21 oc
0.02 is -
- 0.39
0.00
0.00
- - -
0.411
1.00
5,135 22.50
4.21 oc
0.03 is -
- 0.83
0.00
0.00
- - -
0.858
1.10
5,706 22.60
4.21 oc
0.03 is -
- 0.80 is
0.00
0.00
- - -
0.822
1.20
6,277 22.70
4.21 oc
0.03 is -
- 0.90 is
0.00
0.00
- - -
0.930
1.30
6,848 22.80
4.21 oc
0.03 is -
- 1.00 is
0.00
0.00
- - -
1.026
1.40
7,419 22.90
4.21 oc
0.03 is -
-- 1.08 is
0.00
0.00
- - -
1.114
1.50
7,990 23.00
4.21 oc
0.03 is -
- 1.16 is
0.00
0.00
- - -
1.196
1.60
8,658 23.10
4.21 oc
0.03 is -
- 1.24 is
0.00
0.00
- -- -
1.272
1.70
9.326 23.20
4.21 oc
0.03 is -
- 1.31 is
0.00
0.00
- - -
1.344
1.80
9,994 23.30
4.21 oc
0.03 is -
- 1.38 is
0.00
0.00
- - -
1.412
1.90
10,661 23.40
4.21 oc
0.04 is -
- 1.44 is
0.00
0.00
- - -
1.477
2.00
11,329 23.50
4.21 oc
0.04 is --
- 1.50 is
0.00
0.00
- - -
1.540
2.10
11.997 23.60
4.21 oc
0.04 is -
- 1.56 is
1.26
1.05
- - -
3.916
2.20
12,665 23.70
5.23 oc
0.04 is -
- 1.62 is
3.57
2.98
- - -
8.208
2.30
13,333 23.80
10.35 is
0.01 is -
- 5.35 s
4.98 s
5.47
- -- -
15.82
2.40
14,001 23.90
10.58 is
0.01 is -
- 4.76 s
5.81 s
8.42
-- -- -
19.00
2.50
14,669 24.00
10.78 is
0.01 is --
--- 4.35 s
6.42 s
11.77
- -- -
22.56
2.55
15,041 24.05
10.88 is
0.01 is ---
- 4.19 s
6.68 s
13.58
- - -
24.46
2.60
15,413 24.10
10.96 is
0.00 is -
-- 4.05 s
6.90 s
15.48
- - -
26.44
2.65
15,786 24.15
11.05 is
0.00 is -
- 3.93 s
7.11 s
17.45
- - -
28.50
2.70
16,158 24.20
11.14 is
0.00 is -
-- 3.82 s
7.30 s
19.50
- -- -
30.62
2.75
16,530 24.25
11.22 is
0.00 is -
-- 3.73 s
7.48 s
21.63
- -- --
32.85
2.80
16,902 24.30
11.30 is
0.00 is --
-- 3.64 s
7.64 s
23.83
- - -
35.11
Continues on next page...

St. Basil
Stage I
Storage I
Discharge
Table
Stage
Storage
Elevation
Civ A
Clv B Clv C
ft
cull
ft
cfs
cfs cis
2.85
17,275
24.35
11.38 is
0.00 is —
2 90
17 647
24.40
11.46 is
0.00 is —
2.95
18,019
24.45
11.54 is
0.00 is —
3.00
18,391
24.50
11.61 is
0.00 is —
... End
PrfRsr WrA
WrB
WrC
cis cis
cis
cfs
— 3.57 s
7.80 s
26.10
— 3.50 s
T95 s
28.43
— 3.44 s
8.08 s
30.83
— 3.39 s
8.22 s
33.30
Wr D Exfil User Total
cfs cts cis cfs
37.47
_ — — 39.89
— — — 42.35
44.91

RIP RAP APRON DESIGN SHEET
BATE:
Jum25 201i
tt01 PM
6HEET 1 OF 1
PRO@CT:
8 rl ..chart,
ID. NO:
DESIGN BY: AEM
PRWECT NO.:
110,03
FILE
CHECGED By. RP
CESCRIPTICN.
Culven-Pond Riser
LOCATION' Nen 11 rCwMy NwN CVMFF
25
20
N
15
U
10
5
Rip Rap Zone Delineation
0 5 10 15 20 25
Do, Depth of Flow (ft.)
2. F.r PEIu .utl E cubM Pr WnIM..4M, uee li`CmM ew4wlea WwN•Ilbx
Nunn mof CuNorts: +
Design Velocity, Vd : 12 111
Flux, 0 : 1.2 s
Pipe Diernelor, De: 1.21 e
Slope, v= 0005 em
Using NCDOT Rip Rap Apron Design:
Use: Zane I
LI: 3,75 It.
L2: 5 ft.
W. 6,0 ft.
W. 6.0 ft.
CLASS'A' RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 22.5 ft'
300 f10
• Design Poinl
-Based upon LI
'Based upon L2
MINIMUM
CLASS
LI
STONE
NCDOT RIP
OF
I
COeffdent
Ll Caef4uanl
THICKNESS
ZONE
.CLASS
STONEI
ft
L
1
'A'
FINE
12
2
D'
LCNT
]
6
Is
S
I
MEDMM
e
e
N
HEAW
I
e
1
e
b
s
2
NEAW
s
ID
]e
0
2
NEAW
5
10
b
1
Dn nbBe
MPeBw
s.l the MelnaE
LI •LxgPb NM•GC~
1-2•L"e b PI.IGcnul Hek
NMIE M/Elfln SVE
sPEc6CAlILW9
BS
RIP
-RAP
CIASBI
12.
]SR.. WEIGH A1,FAS1 as Los.
EACH. NO NOR TH.W I SHALL N sai
LESS THAN 15 LB6. EACH
CLASS
21250
--L ATIGH AT—T So IB3.
EACH. NO MORE TWW S%SHALL WEKiI
LESST 50LBS. EACH
ON I KUL b I uNt
CLAg6A
2d
1a%LCV 6BOTTOM 6PE5.
NOGRAOAIIOV SPECIFIED
CLA66B
15da3
SIS'
OGNADAilON 6PECIF p

Pond Routing for 100-yr Event with
Outlet Structure Inactive
For:
St. Basil Orthodox Church
New Hanover County, NC
A
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
14.37
2
724
46,412
---
—
----
St. Basil - Drainage to Pond
2
Reservoir
12.51
2
726
35,082
1
24.02
14,820
<no description>
St. Basil Pond-revl.gpw
Return Period: 100 Year
Friday, Sep 26, 2014

Hydrograph
Report
HydraBow Hydrographs by Intelisolve v9.2
Hyd. No. 1
St. Basil - Drainage
to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.270 ac
Basin Slope
= 2.9 %
Tc method
= USER
Total precip.
= 12.50 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.650 x 98) + (0.620 x 74)1 / 1.270
Q (cfs)
15.00
12.00
• MM
. OM
tm
0.00 '
0 120 240
Hyd No. 1
Friday, Sep 26, 2014
Peak discharge = 14.37 cfs
Time to peak =
724 min
Hyd. volume =
46,412 cuft
Curve number =
86`
Hydraulic length =
340 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type III
Shape factor =
484
St. Basil - Drainage to Pond
Hyd. No. 1 -- 100 Year
360 480 600 720 840 960
Q (cfs)
15.00
12.00
M
ME
3.00
0.00
1080 1200 1320 1440
Time (min)

Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - St. Basil - Drainage to Pond
Reservoir name
= St. Basil
Storage Indication method used.
<no description>
Friday, Sep 26, 2014
Peak discharge = 12.51 cfs
Time to peak
= 726 min
Hyd. volume
= 35,082 cuft
Max. Elevation
= 24.02 ft
Max. Storage
= 14,820 cuft
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2 — Hyd No. 1 1111111111 Total storage used = 14,820 cult

Pond Report
Hydrallow Hydrographs by Inlelisolve v9.2 Friday, Sep 26. 2014
Pond No. 1 -St. Basil
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 21.50 it
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 21.50 3,906 0 0
0.50 22.00 5,247 2,280 2,280
1.50 23.00 6,187 5,710 7,990
2.50 24.00 7,185 6,679 14.669
3.00 24.50 7,710 3,723 18,391
Culvert 1 Orifice Structures
We i r Struc tu res
[A] [B]
[C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (In)
Inactive Inactive 0.00
0.00
Crest Len (ft)
Inactive
Inactive
10.00 0.00
Span (in)
= 15.00 1.50
0.00
0.00
Crest El. (ft)
= 22.25
23.50
23.50 0.00
No. Barrels
=1 1
0
0
Weir Coeff.
=3.33
3.33
3.33 3.33
Invert El. (ft)
= 20.00 21.50 0.00
0.00
Weir Type
= Riser
Red
Rect --
Length (ft)
= 30.00 3.00
0.00
0.00
Multi -Stage
= Yes
Yes
No No
Slope (%)
= 0.50 0.00
0.00
n/a
N-Value
= .013 .013
.013
n/a
Orifice Coeff.
= 0.60 0.60
0.60
0.60
Exfil.(inlhrj
= 0.000 (by Contour)
Multi -Stage
= n1a Yes
No
No
TW Elev. (ft)
= 0.00
Note: CulvenlOdfice Wilma we analyzed under inlet 0c) am outlet (oc) control.
Weir risere checked for
orifice conditions (ic) and subdeargenaa W.
Stage I Storage I Discharge Table
Stage Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft cuft It
cfs
cis cfs
cis cfs
cfs
cis
cfs cfs cfs
cfs
0.00
0 21.50
0.00
0.00 -
- 0.00
0.00
0.00
-- - -
0.000
0.000
0.05
228 21.55
0.00
0.00 --
- 0.00
0.00
0.00
- - -
0.000
0.10
456 21.60
0.00
0.00 -
-- 0.00
0.00
0.00
- - --
0.000
0.15
684 21.65
0.00
0.00 -
-- 0.00
0.00
0.00
- - ---
0.000
0.20
912 21.70
0.00
0.00 ---
-- 0.00
0.00
0.00
0.00
0.00
0.00
-- - -
--- - -
0.000
0.25
0.30
1,140 21.75
1,368 21.80
0.00
0.00
0.00 -
0.00 --
-
--- 0.00
0.00
0.00
-- - -
0.000
0.35
1,596 21.85
0.00
0.00 --
-- 0.00
0.00
0.00
-- -- --
0.000
0.000
0.40
1,824 21.90
0.00
0.00 --
-- 0.00
0.00
0.00
0.00
0.00
0.00
-- --- --
--- - -
0.000
0.45
0.50
2,052 21.95
2,280 22.00
0.00
0.00
0.00 --
0.00 -
--
--- 0.00
0.00
0.00
-- - -
0.000
0.60
2,851 22.10
0.00
0.00 --
-- 0.00
0.00
0.00
- - --
0.000
0.000
0.70
3,422 22.20
0.00
0.00 -
-- 0.00
0.00
0.00
-- --- -
0.000
0.80
3,993 22.30
0.00
0.00 ---
- 0.00
0.00
0.00
--- -- --
0.000
0.90
4.564 22.40
0.00
0.00 -
-- 0.00
0.00
0.00
- - -
0.000
1.00
5,135 22.50
0.00
0.00 ---
- 0.00
0.00
0.00
0.00
0.00
0.00
-- -- --
- -- -
0.000
1.10
1.20
5,706 22.60
6,277 22.70
0.00
0.00
0.00 ---
0.00 ---
-
-- 0.00
0.00
0.00
-- -- -
0.000
1.30
6,848 22.80
0.00
0.00 --
- 0.00
0.00
0.00
-- - --
0.000
0.000
1.40
7,419 22.90
0.00
0.00 -
-- 0.00
0.00
0.00
0.00
0.00
0.00
- - -
- --- -
0.000
1.50
1.60
7,990 23.00
8,658 23.10
0.00
0.00
0.00 -
0.00 ---
--
- 0.00
0.00
0.00
- -- -
0.000
1.70
9,326 23.20
0.00
0.00 -
-- 0.00
0.00
0.00
- - -
0.000
0.000
1.80
9,994 23.30
0.00
0.00 --
-- 0.00
0.00
0.00
-- - ---
0.000
1.90
10,661 23.40
0.00
0.00 --
-- 0.00
0.00
0.00
-- - --
0.000
2.00
11,329 23.50
0.00
0.00 --
- 0.00
0.00
0.00
-- --- -
1.053
2.10
11,997 23.60
0.00
0.00 --
-- 0.00
0.00
1.05
--- - --
2.979
2.20
12,665 23.70
0.00
0.00 --
- 0.00
0.00
2.98
-- -- --
5.472
2.30
13,333 23.80
0.00
0.00 --
--- 0.00
0.00
5.47
-- - ---
8.424
2.40
14,001 23.90
0.00
0.00 --
-- 0.00
0.00
8.42
- -- --
11.77
2.50
14,669 24.00
0.00
0.00 -
--- 0.00
0.00
11.77
- -- -
13.58
2.55
15,041 24.05
0.00
0.00 --
--- 0.00
0.00
13.58
--- -- --
15.48
2.60
15,413 24A0
0.00
0.00 ---
-- 0.00
0.00
15.48
-- - ---
17.45
2.65
15,786 24.15
0.00
0.00 ---
--- 0.00
0.00
17.45
-- --- -
19.50
2.70
16,158 24.20
0.00
0.00 --
--- 0.00
0.00
0.00
0.00
19.50
21.63
-- -- -
-- - ---
21.63
2.75
16,530 24.25
0.00
0.00 ---
---
0.00
0.00
23.83
-- --- --
23.83
2.80
16,902 24.30
0.00
0.00 --
---
Continues on next page...

St. Basil
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
Cuft
ft
Cfs
2.85
17,275
24.35
0.00
2.90
17,647
24.40
0.00
2.95
18,019
24.45
0.00
3.00
18,391
24.50
0.00
...End
Clv B
Clv C PrfRsr Wr A
Wr B
Wr C
MID Exfil User Total
Cfs
Cfs Cfs cfs
Cfs
Cfs
Cfs Cfs Cfs cfs
0.00
-- --- 0.00
0.00
26.10
- - - 26.10
0.00
- --- 0.00
0.00
28.43
--- - --- 28.43
0.00
- --- 0.00
0.00
30.83
--- - -- 30.83
0.00
-- --- 0.00
0.00
33.30
--- - -- 33.30

Pipe Network Design - Parking Lot
For:
St. Basil Orthodox Church
New Hanover County, NC
0
Coastal Land Design, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

HyCreOew SM" Sewers 2008112.01

Storm Sewer Inventory Report
Page
Line
Alignment
Flow Data
No.
-
_
Physical Data
Dnstr
line
Line
length
DO
angle
Junc
type
Known
Dmg
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-lossF'M
No.
(ft)
(deg)
(cfs)
area
(ac)
coeff
(C)
time
El Dn
sloe
EI U
shape
value
coeff
(min)
(ftj
(��
(ft)p
(in)
)
Inj
(K)
DrGrt
2 I End I 121 1316 I DrGrt 12.03 10.23 10.66 12.8 I211.00 12.07 I23.50 I 18
Project File: Pipe Model.stm
Cir 0.013 1 0.86 25.50
Cir 0.013 1.00 28.00
Number of lines: 2
Line ID
Date: 06-24-2014
Hydmflo Storm Sewers 200802, 01

Storm Sewer Summary Resort
Page 1
Line
No.
Line ID
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
shape
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
Type
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft).
No.
1
T3.491
Cir
41
20.00
21.00
2.439
23.28'
23.47'
0.22
23.69
End
DropGrate
2
Cir
121
21.00
23.50
2.073
23.88
24.21
n/a
24.21 j
1
DropGrate
Project File: Pipe Model.stm
Number of lines: 2
Run Date: 06-24-2014
NOTES: Return period = 10 Yrs. 'Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydranow storm sowers 2008 v12.01

Inlet Report
Pane 1
Line
No
Inlet ID
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
byp
(cfs)
Junc
type
Curb Inlet
Grate Inlet
Gutter Inlet gyp
Ht
(in)
L
(ft)
area
(s9ft)
L
(ft)
W
(ft)
So
(ftift)
W
(ft)
SW
(ft/ft)
Sline
x
(ft/ft)
n
Depth
(ft)
Spread
(ft)
-Depth
(ft)
.Spread
(ft)
Depr
(in)
No
1
2
3.63•
3.49'
0.00
0.00
3.63
3.49
0.00
0.00
DrGrt
DrGrt
0.0
0.0
0.00
0.00
3.00
3.00
3.00
3.00
2.00
2.00
Sag
Sag
2.00
2.00
0.020
0.020
0.020
0.020
0.000
0.000
0.24
0.24
26.45
25.81
0.24
0.24
26.45
25.81
0.0
0.0
Off
Off
Project File: Pipe Model.stm
Number of lines: 2
Run Date: 06-24-2014
NOTES: Inlet N-Values = 0.016 ; Intensity = 94.22 / (Inlet time + 12.30) " 0.80; Return period = 10 Yrs. ; • Indicates Known Q added. All curb inlets are Horiz throat.
Hydraflow Storm Sewers 2008 02.01

Storm Sewer Inventory Reuort
Pace
Line
-No. Alignment
Flow Data
Physical Data -
Line ID
Dnstr
line
No.
Line
length
(k)
Defl
angle
(deg)
Junc
type
Known
0
(cfs)
Dmg
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
Invert
EI Dn
(k)
Line
slope
M
Invert
El UP
(ft)
Line
size
(in)
Line
sha pe
N
value
(n)
J-loss
coeff
(K)
inlet/
Rim El
(k)
1
End
41
136
DrGrt
2.44
0.19
0.81
1.0
20.00
2.44
21.00
18
Cir
0.013
0.86
25.50
2
1
121
-31
DrGrt
2.30
0.23
0.66
2.8
21.00
2.07
23.50
18
Cir
0.013
1.00
28.00
Project File: Pipe Model.stm
Number of lines: 2
Date: 06-24-2014
Hydrafi w Storm Sewers 2008 v12, 01

Storm Sewer Summary Resort
Pan& 1
Line
No.
Line ID
Flow
-
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL Dns
rate
(cfs)
size
(in)
shape
.length..
EL.Dn
EL Up
slope
down
u
oss
I(ft)
Junction
J line Type
(ft)
(ft)
(ft)
M
- (ft)
(ftP
__
(ft) t No.
1
8.07
18
Cir
41
20.00
21.00
2.439
23.63'
23.87•
0.28
24.15
End
DropGrate
2
3.95
18
Cir
121
21.00
23.50
2.073
24.40
24.54
0.14
24.68
1
DropGrate
Project File: Pipe Model.stm
Number of lines: 2
Run Date: 06-24-2014
NOTES: Return period = 25 Yrs. ;'Surcharged (HGL above crown).
Hyare . Storm Sewers 2008 v12.01

Inlet
Report
Page 1
Line
No
No
Inlet ID
Q =
CIA
Q
carry
Q
capt
Q
byp
Junc
type
Curb Inlet
Grate Inlet
Inlet
gyp
(cfs)
(cfs)
(cfs)
(cfs)
Ht -
(in)
L
(ft)
area - L W
(sgft) (ft) (ft)
So
(ft/ft)
W
(ft)
-SW
(tuft)
n
Mitt)
Depth
(ft)
Spread
(ft)
Depth
(ft)
Spread
VQ
linSx
Depr No
(In)
1
2
4.12•
3.95•
0.00
0.00
4.12
3.95
0.00
0.00
DrGrt
DrGrt
0.0
0.0
0.00
0.00
3.00 3.00 2.00
3.00 3.00 2.00
Sag
Sag
2.00
2.00
0.020
0.020
0.020 0.000
0.020 0.000
0.27
0.26
28.58
27.88
0.27
0.26
28.58
27.88
0.0 Off
0.0 Off
Project File: Pipe Model.stm
Number of lines: 2 Run Date 06 24 2014
NOTES: Inlet N-Values = 0.016 ; Intensity = 84.061 (Inlet time + 10.90) " 0.74; Return period = 25 Yrs. ; • Indicates Known Q added. All curb inlets are Horiz throat.
Hydraftw Storm Sewers 2008 v12.01

Storm Sewer Inventory Resort
Paae
t
Line
No.
Alignment
Flow Data
Physical Data
_
Line ID
Dnstr
line
No.
Line
length
(ft)
Defl
angle
(deg)
Junc
type
Known
Q
(cfs)
Dmg
area
(ac)
Runoff
coeff
(C)
Inlet
time
(min)
Invert
El Dn
(ft)
Line
slope
M
Invert
El Up
(ft)
Line
size
(in)
tine
shape
N
value
(n)
J-loss
coeff
(K)
Inlet/
Rim El
(ft)
1
End
41
136
DrGrt
2.88
0.19
0.81
1.0
20.00
2.44
21.00
18
Cir
0.013
0.86
25.50
2
1
121
-31
DrGrt
2.72
0.23
0.66
2.8
21.00
2.07
23.50
18
Cir
0.013
1.00
28.00
Project File: Pipe Model.stm
Number of lines: 2
Date: 06-24-2014
Hydrallm Storm Sewers 2008 v12.01

Storm Sewer Summary Report
Line Line ID
No.
Flow
Line
Line
Line
Invert
invert
Line
HGL
rate
(cfs)
size
shape
length
EL Dn
EL Up
sloe
P
_
down
HGL
u
Minor HGL
Joss
(in
(ftl
(ft)
(ft)
M
00
P
(it)
Junct
(ft) (it)
1
9.51
18
Cir
41
20.00
21.00
2.439
23.89•
24.23•
0.39 24.61
2
4.66
18
Cir
121
21.00
23.50
12.073
24.96•
25.19•
0.11 125.30
Project File: Pipe Model.stm
NOTES: Return period = 100 Yrs. ; 'Surcharged (HGL above crown).
Number of lines: 2
Page 1
Dns
Junction '
line
Type
No.
-
End
DropGrate
1
DropGrate
Run Date: 06-24-2014
Hydraflo Stcm Sewers 2008 v12.01

Inlet Rep
Line Inlet ID
No
Q = QMca
Junc Curb+InletGrate InletCIA carrytype Gutter
Ht L W So W Sw Sx n
(cfs) (cfs) (in) (ft) I (W (ft/ft) (ft) (ft/ft) (ft/ft)
Pagge 1
Inlet gyp
I
Depth Spread Depth Spread Depr No
(ft) (ft) (ft) (ft) (in) _.
1 4 :66' 0-00 4.66 0.00 DrGrt 0.0 0 00 3 00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.29 30.89 0.29 30.89 0.0 O{f
Project File: Pipe Model.stm
Number of lines 2 Run Date 06 24 2014
NOTES: Inlet N-Values = 0.016 ; Intensity = 72.14 / (Inlet time + 9.00) ^ 0.66; Return period = 100 Yrs. ' Indicates Known Q added. All curb inlets are Horiz throat.
Hydratlo Stwm Sewers 2008 02.01

Roadside Ditch Calculations
For:
St. Basil Orthodox Church
New Hanover County, NC
IM
_Coastal Land Design PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

Roadside Ditch Calculations 10-Yr Event (Columns Follow Sample Calculations)
Column
° . ^1"
;„;n"Z"Ki`
a'3"
¢n45
F r „�sr
_ 6' .;I
"7.
8 <
-„9„ ,
Ditch
Drainage
Area (ac)
Runoff Coef
C
Time of Conc
Tc (min)
Intensity
[ o (in/hr)
Flowrate
Q (cfs)
Length
L (ft)
Height
H (ft)
Slope
S (Rift)
Depth
y (ft)
Velocity
V (fps)
1
0.09
0.38
1.13
11.77
1 0.39
85
1.5
0.018
0.29
1.52
2
0.20
0.43
3.24
10.49
0.88
260
2.8
0.011
0.44
1.54
3
0.05
0.50
1.13
11.77
0.29
85
1.5
0.018
0.26
1.41
4
0.12
0.57
3.24
10.49
0.71
260
2.8
0.011
0.40
1.46
5
0.45
0.46
3.24
10.49
2.20
260
2.8
0.011
0.61
1.94
Roadside Ditch Calculations 25-Yr Event
Column
_ fl y
" s. t"_2" `'
j''
'r3a€ 7
$ '4 fi a'
xi't ' .�.c
N,� ,5
�,.�. _� �,...,
6' `..';
fk_.. _
az7„sy,:.t
�....tw
, . � 8.
i _e.. 9.. ;
,'.r10;1,�.
Ditch
Drainage
Area (ac)
Runoff Coef
C
Time of Conc
Tc (min)
Intensity
Ijo (in/hr)
Flowrate
Q (cfs)
Length
L (ft)
Height
H (ft)
Slope
S (ft/ft)
Depth
y (ft)
Velocity
V (fps)
1
0.09
0.38
1.13
13.37
0.44
85
1.5
0.018
0.31
1.57
2
0.20
0.43
3.24
11.87
0.99
260
2.8
0.011
0.46
1.59
3
0.05
0.50
1.13
13.37
0.33
85
1.5
0.018
0.28
1.46
4
0.12
0.57
3.24
11.87
0.81
260
2.8
0.011
0.42
1.51
5
0.45
0.46
3.24
11.87
2.49
260
2.8
0.011
01.
2.00
Roadside Ditch Calculations 100-Yr Event
Column.,'9"
"10„
Ditch
Drainage
Area (ac)
Runoff Coef
C
Time of Conc
Tc (min)
Intensity
Ijo (in/hr)
Flowrate
Q (cfs)
Length
L (ft)
Height
H (ft)
Slope
S (Rift)
Depth
y (ft)
Velocity
V (fps)
1
0.09
0.38
1.13
15.83
0.53
85
1.5
0.018
0.33
1.63
2
0.20
0.43
3.24
13.99
1.17
260
2.8
0.011
0.49
1.66
3
0.05
0.50
1.13
15.83
0.40
85
1.5
0.018
0.29
1.52
4
0.12
0.57
3.24
13.99
0.95
260
2.8
0.011
0.45
1.57
5
0.45
0.46
3.24
13.99
2.94 1
260
2.8
0.011
0.68
2.09

e
Sample Calculations (Ditch # 1)
Columns correspond to attached spreadsheet.
C Eolrinrm"2.')
C = Runoff Coefficient = (0.2 *Pervious Area + 0.95 * Impervious Area) / Total Area
_ (0.2 * 0.07ac + 0.95 * 0.02ac) / 0.09ac. = 0.38
The Flowrate was calculated using the following Intensity equation:
f10 Coluifiii+"`.`.9' (Current NOAA Major Location)
Ijo = Rainfall intensity (in/hr) = 97.988/[(Tc +12.6)^0.809] = 11.77 in/hr
(125 = Rainfall intensity (in1hr) = 84.0581[(Tc +10.9)^0.739] = 13.37 in/hi)
(hoo = Rainfall intensity (in/hr) = 72.136/[(Tc-V9.0)V 655.1 = 15.83 in/hr)
Tc <nlumna`>3' = Time of concentration (min) = 1.13 min.
Estimated with Kirpich equation
Q CblunmiD`S'
Q = Flowrate (cfs) = C Colu`mnk" 2 *I( �olutdn -4' *A 1Golumn =�)
= 0.38 * 11.77 in/hr * 0.09 ac = 0.39 cfs
The Depth of flow was calculated by reworking the following equations:
wca.
Depth
Depth (ft) = y
Use Mannings equation to solve for y:
Q=(1.49/n) *A *(R^2/3) *(S^0.5) = 0.39cfs
n = Mannings roughness coefficient = 0.035 (dense grass)
A = Cross sectional area of flow (sf) _ (Bottom width * Depth) + (Side
Slope ratio * Depth2) = 31

r
R = Hydraulic Radius (ft) = A
P
P = Wetted perimeter (ft) = Bottom Width + 2 * Depth
1 +SideSlopeRatioz = 2y * �(1+3^0.5)
S = Longitudinal Slope (ft/ft) r•o1u'm'risT`B" = 0.018
L :olumni"`6' = Length of run (9) = 85 fl
H Column Z'i) = Elevation Change (ft) = 1.5 ft
Reformulate Mannings equation:
y = 0.29 ft
The Velocity was calculated using the following equation:
Velocity iCo'lunin�,)
V = Velocity (fps) V = Q = 1.52 fps
A

Culvert #1 Calculations
- Hydraulic Analysis for 10-y, 25-yr
- Hydraflow Culvert Report for 25-yr
- Rip Rap Apron Design for 10-yr
For:
St. Basil Orthodox Church
New Hanover County, NC
MI
Coastal Land Design PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management

Culvert #1 (10-yr) Calculations (Columns Follow Sample Ditch Calculations)
Drainage Runoff Coef Time of Cone Intensity plowrate Length Height Slope
Culvert Area (ac) C Tc (min) 1 (m/hr) Q (cfs) L (ft) H (R) S ft/ft
I 0.28 0.41 0
2.82 10.72 1.25 260 4 0.015
Iio = 97.988/(I'c +12.6)0.809
Culvert #1 (25-yr) Calculations (Columns Follow Sllmple Ditch Calculations)
,jramage tcunotrCoef Time of Cone Intensity plowrate Length Height Slope Culvert Area (ac) C Tc (min) I25 (in/Iv) Q Ws) L (R) H (R) S lope
I 0.28 0.41 1 2.82 12.14 1.42 260 4
0.015
135 = 84.058/(Tc +10.9)0 "'

Culvert Report
Express by
Culvert 1
Invert Elev Dn (ft) = 22.60
Pipe Length (ft) = 30.00
Slope (%)
= 0.50
Invert Elev Up (ft)
= 22.75
Rise (in)
= 15.0
Shape
= Cir
Span (in)
= 15.0
No. Barrels
= 1
n-Value.
= 0.012
Inlet Edge =
Projecting
Coeff. K,M,c,Y,k =
0.0045, 2, 0.0317, 0.69, 0.5
Embankment
Top Elevation (ft) = 26.05
Top Width (ft) = 20.00
Crest Width (ft) = 30.00
Elev (ft)
27.00
26.00
25.00
24.00
23.00
22.00
Culvert 1
Thursday, Jun 26 2014. 10:38 PM
Calculations
Qmin (cfs) = 1.42
Qmax (cfs) = 1.42
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 1.42
= 1.42
= 0.00
= 1.57
= 1.96
= 23.46
= 23.46
= 23.49
= 0.60
= Outlet Control
Hw Depth (ft)
o
J
O.s utlet
4.25
3.25
2.25
1.25
ntrol
0.25
-0.75

4 e 't
RIP RAP APRON DESIGN SHEET
WTE:
Jung a>�IB 'letU
IB CB PM
SHEET 1 OF I
PROJECT:
MfUia Oµ Gx CM1urt
IB W:
DESIGN BY: AEM
PROTECT ND:
LUOJ
FILE
CHECNED BY. RP
DESCFFTION.
CulyBn pl
UD T. Nw Hmww C. Mall..
25
L1
Rip Rap Zone Delineation
0 5 10 15 20 25
Do, Depth of Flow (ft.)
J. Fm pq �rtM1, nc11, Eu wML pmp NemNnuLW. uro Du'Cmro rgnrW ru pIUNM hux
Number of Culveds: I
Design Veloc6Y, Ve: Is se
Floe, 0: 142 A
Pipe Diameter, Do : 125 It
Slope, s,p,=,= 0. AIA
Using NC00T Rip Rap Apron Design:
Us.: Zone 1
LI: 3.75 X.
L2: 5 ft.
W: 6.0 ft,
W. 6.0 ft,
CLASS W RIP RAP
USE MINIMUM 12- STONE THICKNESS
TOTAL STONE VOLUME= 22.5 RJ
30.0 ft'
Del— sign PDmt]
'Based upon LI
'eased upon Ls
MINIMUM
CLASS
LI
STONE
NCOOT RIP
OF
CoeRtient
L,CPelficient
THICKNESS
ON
RAP CLASS
STONE
X.
fl.
112
1
'A'
FNE
I
c
H'
LIGNi
J
0
10
3
1
MEDUM
0
]L
1
HEAW
c
0
30
5
J
XEAW
5
10
W
e
EAW
5
b
T
Dn nYB nE Pa Bm aol TpeMMOE
Ll eLmep�ie PMp CUMe
l] �ImSN b P,wenl8ww Wb
NIAIE
WEICNi
612E
SPELPIGT—S
t83
PIP
-RAP
CUSSI
S3W
30M61WLWEMATLEASTGOLB3.
EACH.NOMMETWWIDMSH LWEIGH
LESS THAN IS LBS. H
C1A58]
Yr350
BOMSHµ1WEM AT LEAST W Le3.
EALH. 6HgLl WEIGX
LOS
A SS
IE65 TWW 50 LSB. [ACX
11
S
R S
CIASSA
Zg
IO%TW6'S" 6RE5
NO iUN S`E6PELEEO
CIASSB
15.1
S15'
Nn GRADATION SPECIFIED

ANG-IMA
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvada, III
Governor Secretary
September 16, 2014
Reverend B. Peter Robichau, Priest -in -Charge
Saint Basil the Great Orthodox Church
PO Box 7693
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 140701
Saint Basil Orthodox Church
New Hanover County
Dear Reverend Robichau:
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application
for Saint Basil Orthodox Church on July 2, 2014. A preliminary in-depth review of that information has
determined that the application is not complete. The following information is needed to continue the
stormmwater review:
✓1. Please note that due to the piped collection system proposed to direct the runoff to the wet detention
pond, this project will be permitted as a low density project with an area of higher density.
2. The plans list one or more of the wetland features as being relatively permanent. Per 15A NCAC
02H.1005(e), a 50 foot wide vegetated buffer shall be provided along any surface waters present for
a new development while a 30 foot wide vegetated buffer shall be provided for redevelopment
activities. The width of the vegetated buffer is measured horizontally from the normal pool elevation
of impounded structures, the top of bank from each side of streams or rivers, and from the mean
high water line of tidal waters, perpendicular to the shoreline. Additionally, the vegetated buffer may
be cleared or graded but must be planted with and maintained in grass or any other vegetative or
plant material and may not contain built -upon area. Please confirm whether or not there are any
surface waters present within the project boundary and, if necessary, delineate the top of bank or
normal pool elevation and the associated 50 foot vegetated buffer. Additionally, please remember
that per the definition of a vegetated buffer, all discharges into the buffer must provide and maintain
diffuse flow through the buffer.
iI 3. Section IVA and 7 of the permit application list the property area as being 7.55 acres. However,
Section IV.10 of the application lists the total drainage area / project area as being 308,323 square
feet or 7.08 acres. Additionally, please keep in mind that the area of the surface water (identified in
Section IV.6 of the application) is not considered a part of the project area for density calculations
(as illustrated in Section IV.7 of the application). Please clarify the project area for this property and
project.
0\, 4. The provided temporary pool volume is higher than expected given the identified pond surface areas
and depths. Please provide additional calculations in order to support the volume provided.
V/5. The orifice sizing calculations appear to consider a permanent pool elevation of 22 ft, however the
remaining documents appear to indicate the permanent pool will be 21.5 ft. Additionally, given the
pond specifications and the minimum required storage volume, it appears that a 1.5 inch orifice will
drawdown the pond in less than 2 days. Please confirm the calculations for the orifice size and
drawdown time.
,/,6. Per 15A NCAC 02H.1005(c)(3), the storage volume shall discharge at a rate equal to or less than
the pre -development discharge rate for the 1-year, 24-hour storm. Please provide the pre -
development peak flow calculations for the 1-year, 24-hour storm and ensure to complete the related
sections in the wet detention pond supplement (Peak Flow Calculations and the Drawdown
Calculations).
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 - [phone] / Fax: [phone]

Saint Basil The Great Orthodox Church
September 16, 2014
Stormwater Application No. SW8 140701
77. Please delineate the wet detention pond drainage area on the plans.
t, Please provide the proposed finished floor elevation as well as grading details for the
proposed swales including proposed contours and/or spot elevations.
v9�—The grading plan indicates that both a reverse crown and a normal crown are both proposed
for the access drive. The cross sectional detail of the road is for a normal crown. Please
provide a cross section or details for the reverse crowned portion of the road.
10. Please provide additional details on the proposed trash racks, including the opening size.
i
v11. The plans appear to indicate that the forebay berm will be set an elevation of 22 ft. Please
either clarify the elevation of this berm or provide a weir or other device to facilitate the
forebay drawing down to the permanent pool set at 21.5 ft,
✓ 12. Please specify the planting density for the wetland species to be planted on the 10:1
vegetated shelf of the wet pond. Be sure that the landscape plan includes a calculation of the
square footage of shelf area and the minimum number of wetlands plants - 50 for every 200,
square feet of shelf area. It is recommended to not plant trees within 10 feet of inlet or outlet
pipes, spillways or flow spreaders. Tree species with water -seeking roots such as weeping
willows and poplars, should also be avoided within 50 feet of pipes or manmade structures.
/133 Please specify the property boundary with bearings and distances on the plans.
14. If the project is within 5 statute miles of a public airport, the Division cannot require the use of
a BMP with a permanent pool of water. A copy of the permit will be forwarded to the airport's
director who may elect to adjudicate the permit if the applicant has chosen to use a BMP with
a permanent pool of water.
Please remember that a change to one number may have a domino effect on other numbers. Please
check all plans, calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to October 17, 2014, or the application
will be returned as incomplete. The return of a project will necessitate resubmission of all required
items, including the application fee.
If you need additional time to submit the information, please mail, email 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 Division is
allowed 90 days from the receipt of a completed application to issue the permit.
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] or email me at
[e-mail].
Sincerely,
in0
l AUi t t,�e ��Ar"i
Christine Nelson
Environmental Engineer
GDS/can: \\\Stormwater\Permits & Projects\2014\140701 HD\2014 09 addinfo 140701
cc: Jeff Petroff, Coastal Land Design, PLLC
Wilmington Regional Office Stormwater File
Page 2 of 2

Casmer, Jo
From: Casmer, Jo
Sent: Monday, July 14, 2014 2:39 PM
To:'[e-mail]'; '[e-mail]'
Subject: Saint Basil Orthodox Church; Storrnwater Permit SW8 140701
The Wilmington Regional Office of the Division of Energy, Mineral, and Iand Resources (Stomrwater Section) received the
Stormwater Permit Application and $505.00 fee on July 2, 2014. Your pmject will be assigned to a staff member and you
will be notified if additional inibmiation is needed. Please be advised that the construction of built -upon area may not
commence until the Stonnwater Permitt is issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment & Natural Resources
Division of Environmental Assistance & Customer Service
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Email mrresponderrcr to and from this address may be subject to the North Carolina Public Records taw and may be disdosed to third
parties

Review Checklist
Project Name: 51 r n/� Received Date: � ^� lL
1 S' � DZTifr)MX l.ttugC H Q�,+I-
Project Location: Al" 6Z Accepted Date:
Rules) 008 Coastal
01995 Coastal
®Phase II (WiRO) ®Universal
®1988 Coastal
Type of Permit Ne or
Mod _ or PR
Existing Permit # (Mod or PR):
MPE
Cert on file?
Density: HD or L Lb)I C Type: mme ial or Residential LJNCG:
%: I4,4 ®(%OK?) Stream Class: C _ 1:1SA Map Offsite to SW8
Paperwork Emailed Engineer on:
Supplement(s) (1 original per BMP) BMP Type(s): pV:V_W.�_ (,D ON/
0&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
®Application with correct/original signatures YaeCki — ®Deed
or LLC: Sig. Auth. per SoS or letter
(within 6mo)
Report with SHWT
ilations (signed/sealed)
o obvious errors
ensity includes common areas, etc
Restrictions, if subdivided:
& Notarized
®Email Address: Design Engineer
®Email Address: Owner
Note to Reviewer:
►DPxrac wa3 on pt w lo,bLc
U�ve�Qzctmu'°ro3„
2 Sets ®Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading, ®Wetlands: Delineated or No Wetlands
Vicinity Map ®Layout (proposed BUA dimensions)
Legend ODA Maps ®Project Boundaries
Infiltration Wet Pond Offsite
Soils Report ®Soils Report ®PE Cert for Master Lot #:
SHWT: ®SHWT: ®Deed Rest for Master ®Lot # Matches Master
Bottom: PP: BUA Permitted (Master): sf
Visited: BUA Proposed (Offsite): sf
Additional Information:
Permitted
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

Coastal Land Desian, PLLC
Civil Engineering/Landscape Architecture
Land Planning/Construction Management
P.O. Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
www.cideng.com
To:
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
F StormwaCer Secretary)
❑ As Requested
❑ Sent via Mail
Date:
July 2, 2014
File:
140-03
Subject:
St. Basil Orthodox Church
Stormwater Submittal
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No.
Description
2
Original and One Copy of Application Form SWU-101
2
Copies of the Plans
I
Application Fee of $505
I
Original Low Density Supplement
I
Original Wet Detention Basin Supplement and O&M
I
Narrative with Design Calculations and Supporting Information
YE...
JUL p .
114
REMARKS I Please contact our office if you have any questions or concerns. Thank you.
CC: File Coastal land Dcsign, PLLC
CLD Transmittal 070214 NCDENR

DEMLR USE, ONLY
Dat Recei ed
Fee Paid
I' rrpit N tuber
WV
Applicable ules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post C slrtuction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Saint Basil Orthodox Church
2. Location of Project (street address):
4601 Blue Clay Road
City: Castle Flayne County: New Hanover Zip: 28429
3. Directions to project (from nearest major intersection):
Located adjacent to the western right-of-way of Blue Clay Road (SR 1318) at the Intersection of Blue Clav
Road (SR 1318) and Sidbury Road (SR 1336)
4. Latitude:34242L� ,34, 5@V Longitude:4�'Z7,JJa_° of the main entrance to the project.
it. PERMIT INFORMATION:
1.a.Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tReneuoals With modifications also requires SWU-102 - Renewal Application Forin
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number N/A , its issue date (if known) N/A and the status of
construction: ®Not Started []Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
®Low Density M High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, N/A and the previous name of the project, if different than currently
proposed, N/A
4.a.Additional Project Requirements (check applicable blanks; information on required wdrmits can be
obtained by contacting the Customer Service Center at 1-877-623-6748): 1f�_ Q�C'
❑LAMA Major ®Sedimenlation/Erosion Control:.0 ac of tur)�yl f Gf 201�
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts �uL U L
b.lf any of these permits have already been acquired please provide the Project Name0YXQiPct/Permit Nu
issue date and the type of each permit:N/A
5. Is the project located within 5 miles of a public airport? [-]No ®Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/wel)/Ir/rtiles-ajid-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: Saint Basil The Great Orthgdox Church
Signing Official & Title: Rev. B. Peter Robichau, Priest -in -Charge
b.Contact information for person listed in item la above:
Street Address: 2166 Kent Sreet
City: Wilmington State: NC Zip: 28403
Mailing Address (if applicable):PO Box 7693
City:Wilmington State:NC Zip:28403
Phone: ( 910 1 805-0981 Fax: ( )
Email: [e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State:
Mailing Address (if applicable):
City: State:
Phone: ( 1 Fax: j )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organiza
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing Address:
City: Stat
Phone: ( 1 Fax:
4. Local jurisdiction for building permits: New Hanover County
Point of Contact: Chris O'Keefe Phone #: (910 ) 798-7165
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, brigfly summarize how the stormwater runoff will be treated.
Low Density project with vegetated roadside ditches The proposed parking lot and a portion of the structure
will have a wet detention basin to accommodate the County stormwater requirements
2.a.If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW —1995 ❑ Ph 11— Post Construction
3. Stormwater runoff from this project drains to the
4. Total Properly Area: 7.078 acres
River basin.
5. Total Coastal Wetlands Area: -0- acres
6. Total Surface Water Area: -0- acres
7. Total Property Area (4) —Total Coastal Wetlands Area (5) —Total Surface Water Area (6) = Total Project
Area*:7.078 acres
Total project area shall be calculated to exclude the followin the normal pool of imqounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (Nf-IW) line or Mean High Water
(MI4W) line, and coastal wetlands landward from the NH (or MFIW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 14.4 %
9. I -low many drainage areas does the project have? 2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as beloV;,r`q _ LO pa.
Basin Information
Drainage Area 1
Drainage Area P
Drainage Area _
Drainage Area
Receiving Stream Name
Prince George Cr
Prince George Cr
Stream Class *
C; Sw
C; Sw
Stream Index Number *
18-74-53
18-74-53
Total Drainage Area (sf)
308,323 sf
55,304 sf
55t3 f
On -site Drainage Area (sf)
308,323 sf
55,304 sf
Off -site Drainage Area (sf)
1 -0-
1 -0-
Proposed Impervious Area** (so
44,487 sf
28,232 sf
% Impervious Area** (total)
14.4 %
51.0%
Impervious** Surface Area
Drainage Area 1
Drainage Area P
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
22,800 sf
15,050 sf
On -site Streets (sf)
11,624 sf
3,986 sf
On -site Parking (sf)
7,988 sf
7,988 sf
On -site Sidewalks (so
1,208 sf
1,208 sf
Other on -site (so
-0-
-0-
_
„%. u t0 a
Future (sf)
-0-
-0-
Off -site (sf)
-0-
-0-
1, i
Existing BUA*** (sf)
867 sf
-0-
d
Total (so:
44,487 sf
28,232 sf
a$
* Stream Class and Index Number can be determined at: ham•//nortal.iucdenr.orghoeb/wYj gcsu classifications
** Impervious area is defined as the, built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

'*Report only that mnount of existing BUA that will remain after developrrtent. Do not report any existing BUA that
is to be rentoved and which will be replaced by new BLIA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatener) &
Endangered Species watershed that tnay be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable slate stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://12ortal.ncdenr.org/web/wq/­ws/­su/bml2-niaiiLial.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/­wq/ws/,qu/­statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at httl2://portal.ncdenr.org/web/wq/ws/su/­m-,ips.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from httu:/// portal ncdenr Qrrg/web/wq/ws/su/statesw/forms does.
initials
1. Original and one copy of the Stormwater Management Permit Application Form. 5Y3P
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants i✓/ A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed signed and dated) and O&M SBP
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to 53P
http://www.enviieII2.org /pages Z oneatol2express.h tint for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USCS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'h mile of the site boundary, include the'1Z
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). 4 P
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: 5 f3 Pf3 P
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the Mi-IW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NI-IW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MI-IW (or NHW) of tidal waters.
L Dimensioned property/project boundary with bearings & distances. 0. v an E/IfC
j. Site Layout with all BUA identified and dimensioned. YC V
k. Existing contours, proposed contours, spot elevations, finished floor elevatio�� O 2 2��4
1. Details of roads, drainage features, collection systems, and stormwater contro , ea
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineat by a
qualified person. Provide documentation of qualifications and identify the per$a(n who
made the determination on the plans.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

ri. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify 3CiP
I[I>!
If!
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone] )
SaP
SP P
A copy of the most current property deed. Deed book: 5729 Page No: 0571
For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
ham•//www.secret,-iry.state.nc.us/Corporations/­CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from littl2://portal.licdeiir.org/web/ir/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, 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 NC DEMLR, and that they will be recorded prior to the sale of any lot.
Vill. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant- Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: Ieffrey B. Petroff, P.E.
Consulting Firm: Coastal Land Design PLLC
Mailing Address: P.O. Box 1172
City: Wilmington
Phone: ( 910 ) 254-9333 x 1002
Email:[e-mail]
State: NC Zip: 28402
Fax: (910 ) 254-0502
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) . certify that I
own the properly identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type none of organization listed in
Contact Information, item In) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system. TT g
ER
JUL 0 2 2014
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As tfie legal properly owner 1 acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
before me this _ day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, item la) Rev. B. Peter Robichau, Priest -in -Charge
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwaterrulesunder 15A NnCAC 2H .1000 and any other applicable state stormwater requirements.
Signature:: 13e,.+ne c� A &.h7i66 -- \ Date: & - 38' lq
I, fF/tT ✓ NIt6t S a Notary Public for the State of Ao ?4?(d JA— County of
r�Cl.� a oJtikZ , do hereby certify that %rr1hzp t�E % rt�IZtX3irI40 personally appeared
before me this 3Q day of O aJ1E- ?v14 and ac 10 t xecution of the application for
a stormwater permit. Witness my hand and official seal,
.Y •'rn
rvC s
r' iY
;rt'. PU11VC ' c,
SEAL
My commission expires zlzi` (4
ECEIVE
1 JUL 0 2 2014
BY:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

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