SW8881202_Historical File_19890125

„mod SrA
State of North Carolina •
Department of Natural Resources and Community Development
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
William W. Cobey, Jr., Secretary Regional Manager
DIVISION OF ENVIRONMENTAL MANAGEMENT
January 25, 1989
Mr. Joseph S. Hill, Jr. , P.E.
Joseph S. Hill, Jr. and Associates
P.O. Box 5592-STA 1
Wilmington, NC 28403-4155
Subject: Determination of Compliance
with Stormwater Regulations
Project # 881202
Oak Brook III Subdivision &
Brick Landing
Brunswick County
Dear Mr. Hill:
The Wilmington Regional Office received the Stormwater Management
submittal for the subject project on December 1, 1988. Based on
our review of the project documents, we have determined that the
project complies with the Stormwater Regulations set forth in Title
15 NCAC 2H.1003 (g) ( 2 ) .
If you have any questions concerning this matter, please contact
Mark Hawes or me at ( 919) 256-4161.
.Sincerely,
Origin 0 Sim fy
4. PRESTON HOWARD,
A. Preston Howard, Jr. , P.E.
Regional Supervisor
APH:MH:cwc
cc: Bill Mills
WiRO, CF
7225 Wrightsville Avenue, Wilmington. N.C. 28403-3696 °Telephone [phone]
An Equal Opportunity Affirmative Action Employer

DIVISION OF ENVIRONMENTAL MANAGEMENT
Evaluation of Stormwater Treatment and Disposal System
Draining to Waters Other Than Class SA
PROJECT DATA
Project Name: Oak Brook III Subdivision Project No. 881202
Brick Landing Plantation
Location (County, Township/Municipality, Address) :
Brunswick County
Applicant Name: Joseph S. Hill, Jr. , P.E.
Mailing Address: Joseph S. Hill, Jr. , and Associates
P.O. Box 5592-STA 1
Wilmington, NC , 28403-5592
Submittal Date: December 1, 1988
Water Body Receiving Stormwater Runoff: Unnamed tributary to Goose
Creek (C-SW)
Name of Water Body:
Classification of Water Body: C-Swamp
WET DETENTION POND
1. C' a No The design storage is for the runoff from all
impervious surfaces resulting from 1-inch of
rainfall and is located above the permanent pool.
2. es No The permanent pool is designed for 85% TSS
removal.
3. es No The runoff completely draws down to the permanent
pool in 5 days, but not less than 2 days.
4. No The mean depth of the permanent pool is a minimum
of 3 feet.
5. es) No The inlet structure is designed to minimize
turbulence and short circuiting.
6. Yes_. No All overflow and discharge flows through a
vegetative filter at least 10 feet in length.
7 . es No A method is used to provide even distribution of
runoff over the length of the vegetative filter.

8. gf5P No The slope and width of the vegetative filter
provides non-erosive flow for the 10-year 24-hr
storm with a 10-yr, 1-hr intensity.
9. 6) No The vegetative filter has a slope of 5% or less.
10. til, No The vegetative filter is natural, grassed or
artificially planted wetland vegetation.
11. (41, No An appropriate operation and maintenance plan has
been provided for the system.
12. es No THIS PROJECT MEETS THE STORMWATER CONTROL
REQUIREMENTS OF 15 NCAC 2H. (g) , ( i) , ( j ) , (k) ,
and (1) (For yes, 1 through 11 must all be circled
yes) .
Brief Explanation: The Operation and Maintenance Plan is located
on Pg 2 of 2 on Plans.
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN-OFF
Wilming on Regional Office
,2 5 n.,_ Mq -L1940.4_ . -- A at t 444--
Date valuating Form/Plans
L
Original Signed By
Datq)(i o S' x- /919 A. PRESTON HOWARD, JR
Regional Water Quality Supervisor
cc: Applicant/WiRO/Mills/CF

([?
7�d ,i mil .-�/ 1 �r �_\ Le%I A!1
January 11, 1989
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Oakbrook III
Brick Landing Plantation
Stormwater Management Plan
Restrictive Covenants Limiting "Built-Upon" Surfaces
Brunswick County
Dear Mr. Hawes:
The following statement will be included in the Restrictive Covenants for Oakbrook
III Subdivision:
"No more than 2,500 square feet of any lot shall be covered by structures and/or
paved surfaces, including walkways or patios of brick, stone, slate or similar mater-
ials. This covenant is intended to insure continued compliance with Stormwater runoff
rules adopted by the State of North Carolina and therefore benefits may be enforced by
the State of North Carolina."
The following will be stated in the deed:
"This (these) covenant(s) is (are) to run with the land and shall be binding on all
parties and all persons claiming under them."
SIGNATURE
Signature e ° _..�
Date / - -177
VERIFICATION
(Typed or Printed Name) H. z 6AL
personally appearing before me and, being first duly sworn, says that the information
contained in this application and in the exhibits attached hereto are true to the
best of his/her knowledge and beliefs.
This c20 7* day of �/W(4 4RA/ , 1989
Notary PullIs4,,,,,,4„04
// -
Address U
cc: JSH, Jr. and Assoc. My Commission ExpiresD to/2 z 92.
Date
Ocean Isle Beach, North Carolina 28459
919-754-4373 Inside NC 1-800-222-9938 Outside NC 1-800-438-3006

RECEIVED
JAN 'z b 1Y.
Wilmington Regional Office
nFM
Prepared by: MURCHISON, TAYLOR, KENDRICK, GIBSON & DAVENPORT
16 North Fifth Avenue, Wilmington, NC 28401
SUPPLEMENTAL DECLARATION OF
STATE OF NORTH CAROLINA COVENANTS, CONDITIONS AND
RESTRICTIONS OF OAKBROOK AT
COUNTY OF BRUNSWICK BRICK LANDING PLANTATION,
PHASE III
THIS SUPPLEMENTAL DECLARATION, made the day of
, 1989, by Bricklanding Associates Limited
Partnership, a Virginia Limited Partnership with its principal
place of business in Brunswick County, North Carolina,
(Declarant ) ;
WITNESSET H:
WHEREAS, Declarant is the owner of certain real
property in Brunswick County, North Carolina (hereinafter
referred to as the "Property" ) which is more particularly
described as follows :
BEING all of Oakbrook At Brick Landing Plantation,
Phase III (herein called "Oakbrook III" ) , as the same
is shown on the plat thereof recorded in Map Book T
at Pages 159 and 160 in the Office of the Register of
Deeds of Brunswick County, North Carolina, to which
plat reference is hereby made for a more particular
description.
AND, WHEREAS, Declarant has heretofore executed
Declaration of Covenants, Conditions and Restrictions of Oakbrook
at Brick Landing Plantation, Phase III; said Declaration has been
recorded in the Office of the Register of Deeds of Brunswick
County, North Carolina; Declarant is exercising the powers and
duties of the Association pursuant to Article V, Section 1 of the
Declaration; and Declarant is herewith supplementing the
covenants, conditions and restrictions of the Declaration;
NOW, THEREFORE, Declarant hereby declares that all of
the Property described above, and any property which may here-
after be made subject to this Supplemental Declaration, shall be
held, sold and conveyed subject to the following additional
easements, restrictions , covenants and conditions, which are for
the purpose of complying with applicable laws and regulations,
insuring the use of the Property for attractive residential
purposes only, preventing nuisances to the property, maintaining
the desired tone of the subdivision community, and thereby
securing to each property owner the full benefit and enjoyment of

his property with no greater restriction upon the free and
undisturbed use of his property than is necessary and to insure
the same advantages to other property owners .
1 . No more than 2500 square feet of any Lot shall be
covered by structures and/or paved surfaces, including walkways
and patios of brick, stone, slate or similar materials . This
covenant is intended to insure continued compliance with storm
water runoff rules adopted by the State of North Carolina, and
therefore the benefits of this Supplemental Declaration may be
enforced by the State of North Carolina.
IN WITNESS WHEREOF, the Declarant has caused this
Supplemental Declaration to be executed, as of the day and year
first above written .
BRICKLANDING ASSOCIATES LIMITED
PARTNERSHIP, a Virginia Limited
Partnership
BY: Gd (SEAL)
General Partner
NORTH CAROLINA
BRUNSWICK COUNTY
I,
a Notary Public in
an for the State and county aforesaid, do certify that
, general partner of
Bricklanding Associates Limited Partnership, a Virginia Limited
Partnership, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument.
WITNESS my hand and official seal this a..y't-Z. day of
�xn , 1989 .
No ary Public
My commission expires: 6 -2-2- - 9
2

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.1
WILMINiGTON,NORTH CAROLINA WILMINGTON,N.C.28403-4155
TELEPHONE [phone]
RECEIVED
January 23, 1989 "BAN 2 4 i989
Wilmington Reional coo
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 284Q3
Subject: Oakbrook III Subdivision
Brick Landing Plantation
Stormwater Management Plan
Brunswick County
Dear Mr. Hares:
Attached is the signed Statement of Re.sponstbAlity for Oakbrook. III
at Brick Landing Plantation Stormwater Management Plan. Also attached
is the notorized statement regarding the restrictive covenants limiting
the "built-upon" area for each lot.
Please include these statement in the Oakbrook. III Stormwater
Management Plan.
Please do not hesitate to contact me if you have any questions.
Sincerely,
JOSEPH S. KILL, JR. and ASSOCIATES
Josep S. Uill , Jr. , P.E.
JSH/pva

Grayarc•
P.O.Box2944 REPLY MESSAGE
Hartford,CT 08104.2944
CALL TOLL FREE:1.800.243.5250 Fold At(4)To Fit Grayarc Window Envelope N EW1OP REORDER ITEM N
- - - ——-- —— --—--- __-_- FROM F
r -1 MURCHISON, TAYLOR,' KENDRICK,
TO MR, MARK HAWES GIBSON & DAVENPORT
P.O. Box 1270
SHALLOTTE, NORTH CAROLINA 28459
SUBJECT: SUPPLEMENTAL DECLARATION
BOLD 4 ENCLOSED PLEASE FIND A SIGNED COPY OF THE SUPPLEMENTAL DECLARATION OF
OAKBROOK III AT BRICK LANDING PLANTATION.
PLEASE CONTACT OUR OFFICE IF YOU HAVE ANY QUESTIONS REGARDING THIS
MATTER.
c—t
.-A
PLEASE REPLY TO SIGNEDAALI-60
v<(
REPLY

JOSEPH S. HU L, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.1
WILMINGTON,NORTH CAROLINA WILMINGTON,N.C.28403-4155
TELEPHONE [phone]
RECEIVED
January 19, 1989 JAN 2 01989
WI1mj — .
ON
D J �
Mr. Mark Hawes D
N.C. Division of Environmental Management 7225 Wrightsville Avenue �\\ JAN 2 3 19$9
Wilmington, North Carolina 28403
„13.o ESS DIEM
Subject: Oakbrook III Stormwater Plan I #
Orifice Size Revision
Stormwater Detention Pond #3
Brick Landing Plantation
Brunswick County
Dear Mr. Hawes:
Attached are two (2) copies of the Oakbrook III Stormwater
Management Plan, Sheet #1 . The orifice size for the Pond #3
outlet structure is correctly shown to be l" in diameter, rather
than 1/2" in diameter as shown on the originally submitted plan
(see Outlet Structure Detail - Detention Pond #3).
Please do not hesitate to contact me if you have any questions.
or need additional information.
Sincerely,
JOSEPH. S. RILL, JR. and ASSOCIATES
411, 4 e5 delaq.
Josh. S. Hill, Jr. , P.E.
JSH/pva
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Page 1

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VARIABLE SHEET 150R -P® i'JJ '. 1
St Input Name Output Unit Comment
8.33 Q FT-3/SEC PEAK FLOW RATE
V 1 .8093893 FT/SEC CHANNEL VELOCITY
A 4.6037634 FT-2 AREA OF FLOW
1.5 B FT BOTTOM WIDTH OF CHANNEL
D 1. 1878521 FT DEPTH OF FLOW
2 Z SIDE SLOPE RATIO
Wp 6.8122361 FT WETTED PERIMETER
Rh .67580796 FT HYDRAULIC RADIUS
.001 S SLOPE
.02 n ROUGHNESS COEFF.
Page 1

/b /Fc AJ w- E os/1/E FLOW fOR � � .2
VARIABLE SHEET
St Input Name Output Unit Comment
28.38 Q FT-3/SEC PEAK FLOW RATE
V 2.4685570 FT/SEC CHANNEL VELOCITY
A 11 .496595 FT-2 AREA OF FLOW
1 .5 B FT BOTTOM WIDTH OF CHANNEL
D 2.0517102 FT DEPTH OF FLOW
2 Z SIDE SLOPE RATIO
Wp 10.675527 FT WETTED PERIMETER
Rh 1.0769112 FT HYDRAULIC RADIUS
.001 S SLOPE
.02 n ROUGHNESS COEFF.
Page 1

/® YX NoA( ERGS AM' ,LaW rog
VARIABLE SHEET POA/® $3
St Input Name Output Unit Comment
6.03 Q FT-3/SEC PEAK FLOW RATE
V 1 .6650899 FT/SEC CHANNEL VELOCITY
A . 3 .6214260 FT-2 AREA OF FLOW
1.5 B FT BOTTOM WIDTH OF CHANNEL
D 1.021903 FT DEPTH OF FLOW
2 Z SIDE SLOPE RATIO
Wp 6.0700891 FT WETTED PERIMETER
Rh .59660178 FT HYDRAULIC RADIUS
.001 S SLOPE
. 02 n ROUGHNESS COEFF.
Page 1

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.1
WILMINGTON,NORTH CAROLINA WIi.MINGTON,N.C.28403.4155
. TELEPHONE [phone]
January 11 , 1989
Uj a
s'�—.yN 1 7 1989
Mr. Mark Hawes �r
N.C. Division of Environmental Management
DIE: ha
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Project No. 881202
Resubmittal of Stormwater Management Plan
Oakbrook III Subdivision.
Brick Landing Plantation
Brunswick County
Dear Mr. Hawes:.
Attached are two (2) copies each. of the revised Stormwater Management
Plan, Swale Seeding Specifications, and calculations for Oakbrook III
Subdivision at Brick Landing Plantation.
The following items are included in response to your.December 19, 1988
letter:
1 . Plan and profile drawings of the collection and disposal systems.
2. Runoff volume, detention capacity, and dewatering time calculations.
3. Cross-section of pond and swale including length of vegetative
filter strips.
4. Drainage patterns for the design storm and drainage patterns for
runoff in excess of design storm are identical except for the flow
path through the detention pond outlet structures. Pond outlet
pipes and swales are designed to transmit flows from a, 1.00year
storm event at nonerosive velocities.
5. Stormwater control system operation and management procedures are
shown on the plans.
We have requested Mr. H. Michael Brazeal to sign and submit to you a
Statement of Responsibility for ownership and operation of the stormwater '
management system. The statement names Brick Landing Plantation Homeowner's
Association as the responsible party.
Mr. Brazeal has also been requested to send you a signed and notorized
statement that a Restrictive Covenant will limit the amount of "built-upon"
surfaces covering any lot to 2,500 square feet and that the restrictions
will run with the deed.

6 .
J, N 1 7 1989
Mr. Mark Hawes
Oakbrook III 'di
January 11 , 1989 # 881 Zoz
Page 2
A copy of each of the unsigned statements is included for you
reference.
Please. do not hesitate to contact me or Mike.. Marsh if you have
any questions or need additional information.
Sincerely,
JOSE.PR S. EIILL, JR-. and ASSOCIATES
, , �. .
Jo'eph S. Hill , Jr., P.E.
JSH/pva
attachments

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.]
WILMINGTON,NORTH CAROLINA WILMINGTON,N.C.28403-4155
TELEPHONE [phone]
January Tl 1989
,11V , L 'iJ Rjj
JAN 1 7 1989
Mr. R. Michael Brazeal U ila
Project Director -run # 8$IZOZ.
Brick Landing Plantation
Rt. 2, Box 210
Ocean Isle Beach, N.C. 28459
Subject: Oakbrook IIT
Stormwater Management Plan
Statement of Responsibility
Restrictive Covenants
Dear Mr. Brazeal :
Attached is a Statement of Responsibility for the Oakbrook III at
Brick Landing Plantation Stormwater ManagementSystem. This statement
is required for approval of the stormwater management plan submitted
to the N.C. Division of Environmental Management.
Also attached is a letter stating that the restrictive covenants
and deed will be written to include compliance provisions with. the
Stormwater Management Plan. This restriction required that the "Built-
upon" surface area of any lot shall not exceed 2,500 square feet in
accordance with the design calculations.
Please have both statements typed on your- letterhead and sign the
Statement of Responsibility. The letter pertaining to the restrictive
covenants should be signed and notarized. Please send these to us so
that we may submit them to DEM.
Please do not hesitate to call me if you have any questions.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES
ill
1411
Josep . S. Hill , Jr. , P.E.
JSH/pva
cc: Mr. Mark Hawes

BRICK LANDING PLANTATION
Rt. 2, Box 210
Ocean Isle Beach, North Carolina 28459
January 11 , 1989
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Oakbrook III
Brick Landing Plantation
Stormwater Management Plan
Restrictive Covenants Limiting "Built-Upon" Surfaces
Brunswick County
Dear Mr. Hawes:
The following statement will be included in the Restrictive
Covenants for Oakbrook III Subdivision;
"No more than 2,500 square feet of any lot shall be
covered by structures and/or paved surfaces, including
walkways or patios of brick, stone, slate or similar
materials. This covenant is intended to insure continued
compliance with stormwater runoff rules adopted by the
State of North Carolina and therefore benefits may be
enforced by the State of North. Carolina:"
The following will be stated in the deed:
"This (these) covenant(s) is (are) to run with the land and
shall be binding on all parties and all persons claiming
under them. "
SIGNATURE
Signature
Date
VERIFICATION
(Typed or Printed Name)
personally appearing before me and, being first duly sworn, says that the
information contained in this application and in the exhibits attached
hereto are true to the best of his/her knowledge and beliefs.
This day of , 1989
Notary Public
Address
cc: JSH, Jr. and Assoc. My Commission Expires
Date

BRICK LANDING PLANTATION
Rt. 2, Box 210
Ocean Isle Beach, North Carolina 28459
January 11 , 1989
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Statement of Responsibility
Stormwater System Operation and Maintenance
Oakbrook III at Brick Landing Plantation
Brunswick County
Dear Mr. Hawes:
This letter acknowledges that a Stormwater Management Plan has
been submitted on behalf of Oakbrook III at Brick Landing Plantation.
Brick Landing Plantation Homeowner's Association will be responsible
for the operation and maintenance of the system as required by DEM and
the operation and maintenance procedures included as an integral part
of the Stormwater Management Plan.
Brick Landing Plantation Homeowner's Association will be responsible
for repairing or replacing any part of the stormwater management system
which may become inoperable.
Sincerely,
H. Michael Brazeal
Project Director
cc: Joseph S. Hill , Jr. and Assoc.

[)) L. o L L,
SECTION 1600 - LANDSCAPING - EROSION and SEDIMENT 1p6TROL
,J a:N i e i989
A. General .#-.$ IZOz.
The Contractor shall provide all labor, materials, equipment,
tools, and perform all work and services necessary for or incidental
to landscaping as required by these specifications and/or shown
on the plans.
All supplementary or miscellaneous items, appurtenances or
services necessary for a complete job shall be furnished as- a
part of this work, although such work shall not necessarily be
shown or specified.
All work shall comply with the regulations of the North. Carolina
Sedimentation Control Act of 1973.. All erosion control devices_
shall be installed and maintained as required by the North.
Carolina Department of Natural Resources and Community Development.
Such measures may consist of berms, dikes, drains, and sediment basins,
or use of fiber mats, woven plastic filter cloths., gravel , mulches,
bituminous spray, and other erosion control devices or methods. All
erosion and sediment control devices shall be approved by the
Engineer prior to installation.
B. Landscaping
1 . The work. includes seedbed preparation, liming, fertilizing, seeding,
and mulching of all disturbed areas. The work also includes those
areas inside or outside of limits of construction that are disturbed
by the Contractor's operation,

2. The ground surface shall be clear of stumps, stones, roots,
cables, wire, grade stakes, and other materials that might
hinder proper grading, tillage, seeding or subsequent
maintenance operations.
3. Where lawns are to be planted in areas that have not been
altered or disturbed by excavating, grading, or stripping
operations, prepare soil for lawn planting as follows:
Till to a depth of not less than 6".
Apply soil amendments and initial fertilizers as
specified.
Remove high areas and fill in depressions.
Till soil to a homogenous mixture of fine texture,
free of lumps, clods, stones, roots, and other
extraneous matter.
4. Grades on the area to be seeded shall be maintained to a true
and even condition. Maintenance shall include any necessary
repairs to previously graded areas.
5. All graded areas shall be thoroughly tilled to a deptb. of at
least four (4) inches by plowing, disking, harrowing, or other
approved methods until the condition of the soil is acceptable.
On sites where soil conditions are such that high. clay content
and excessive compaction cause difficulty in getting clods and
lumps effectively pulverized, the Contractor shall use the rotary
tillage machinery, until the mixing of the soil is: acceptable and
no clods and clumps remain larger than 1 1/2 inches in diameter.
A firm and compact seedbed is required, and after being graded, the.
seedbed shall be lightly compacted with a land roller such as a
cultipacker before and after seeding.
6. Limestone shall be dolomitic agricultural-ground limestone containing
not less than 10 percent magnesium oxide and uniformly applied at a
rate of 2000 pounds per acre prior to preparation of seedbed.

7. Fertilizer shall be the standard commercial product uniformly
applied at a rate of 1000 pounds per acre-of 10.-10-1Q' analysis_
8. The fertilizer shall be incorporated into the upper three or
• four inches of prepared seedbed just prior to the last tillage
operation, but in no case shall be applied more than three days
prior to seeding. Fertilizer shall be used immediately after
delivery or. stored in a manner that will not permit. it to harden
or destroy its effectiveness. When. hydroseeding equipment is
used for seeding, fertilizer shall be applied simultane.ouly
with seed, using the above rates of application.
9. Seed shall be certified seed, or. equivalent based on North Carolina
Seed Improvement Association requirements for certification. All
seed shall be furnished in sealed standard containers. Seed
which has become wet, moldy, or otherwise damaged prigr .to seeding,
will not be acceptable.
10. Seeding shall be accomplished with. power-drawn planters and land
packer or hydroseeding equipment at the rate of:
From September 15 to April 15; 75 pounds per acre.Qf Tall
Fescue, Kentucky 31 or Alta Tall Fescue,
100 pounds per acre Unhulled Bermuda,
From April 15 to September 15:
75 pounds per acre of Hulled Bermuda.
75 pounds per acre. of Tall Fescue, Kentucky 31 , or Tall
Fescue.
l% maximum weed seed content permitted.
11 . When conditions are such_ by reason of drought, high_ winds, excessive
moisture or other. factors where satisfactory results will not be
obtained, the work shall be stopped and resumed only when conditions
are favorable.

12. Mulching where required by the Engineer shall be dry grain straw
or approved equal evenly applied at the rate of 40 bales per
acre.
13. Method used to apply the mulch shall be mechanical type equipment
and shall obtain a uniform distribution to permit sunlight to
penetrate to the ground surface.
14. Provide and maintain temporary piping, hoses, and lawn watering
equipment as required to convey water from water sources and to
keep lawn areas uniformly moist as required for proper growth.
Maintain lawns by watering, fertilizing, weeding, mowing, trimming,
and other operations such as rolling regrading, replanting as
required to establish a smooth, acceptable lawn, free of eroded
or bare areas.
Remulch with new mulch in areas where mulch has been disturbed
by wind or maintenance operations sufficiently to nullify its
purpose. Anchor as required to prevent displacement. Replace
bare areas using same materials specified for lawns.

\A/ ►7D
OAKBROOK III l k �,� L G t 1=
Stormwater Calculations BAN 1 7 1989
ivi
-°RoI # 88►20z.
Stormwater runoff from the project will be retained in 3 wet
detention ponds. These ponds will .retain 1 inch of runoff from all
surfaces in the watershed and discharge the retained runoff in
approximately 5 days. The rate of discharge from each pond will be
controlled by a specially designed stormwater control riser with an
easily maintainable orifice discharge device.
The surface area required for each pond to remove 85% of total
suspended solids was calculated using SA/DA Percentage Chart (See
Chart) for North. Carolina coastal regions.
All outfall pipes and swales used as vegetative filters are
designed to transmit flows generated by a 100-year storm at
nonerosive velocities.

_ 94;76es
RUNOFF CALUCALATIONS - AREA #1 �-1
RoTFc i r�e` `6"�)S Q�O
32
Impervious Surfaces: 3SP"‘
23 lots (2,500 Sq. Ft. Each) = 57,500 Sq. Ft.
Streets = 32,450 Sq. Ft.
Off Site (4 mobile homes 2 houses) = 7,000 Sq. Ft.
Total Impervious Area = 96,950 Sq. Ft.
Pervious Surfaces:
Project lawns, street shoulders, etc.= 294,200 Sq. Ft.
Off Site Impervious Area = 120,000 Sq. Ft.
Total Pervious Area = 414,200 Sq. Ft.
96,950 Sq. Ft. (Impervious) .x .083' (1" Precipitation) = 8,047 CF Runoff
414,200 Sq. Ft. (Pervious) x .083' x 0.2 (Runoff
Coefficient) = 6,876 CF Runoff
Total Runoff= 14,923 CF Runoff (or
111 ,923 Gal . )
DETENTION POND #1 CALCULATIONS
Minimum Pond Surface Area:
9.6,950 Sq. Ft. (Impervious) = 511 ,150 (Total Areal = 19% Impervious Area
SA/DA % (_See Chart) for 85% TSS Removal @ 4' Pond Depth = 1 .2%
Total Drainage Area = 511 ,150 = 11 ,73 AC
1 .2% x 11 .73 AC = 0.14 AC Required Pond Surface Area
Pond #1 Area = 0.30 AC and is there adequate
Stormwater Storage Depth;
14,923 CF (Runoff) t 13,06.E Sq, Ft. (Pond Area = 1 ,2' Storage Depth. Required

ORIFICE DISCHARGE RATE CALCULATIONS - POND #1
Use 1 .5" diameter orifice for Pond #1 outlet.
Calculate average discharge rate and time to lower orifice head from
1 .20' to 1 .10' :
0.10' pond height x 13,068 Sq. Ft. pond area x 7.5 gal/ft3 = 9800 Gal .
Storage
Average head on orifice from 1 .20' to 1 .10' = 1 .15'
Average discharge rate @ 1 .15' Head:
Q(GPM) = (449)c A 4'5
Q(GPM) = Volume discharged in gallons per minute
c = discharge coefficient = 0.6
A = orifice area in square feet
g = gravity = 32.2
h = head above center of orifice
Q(GPM) =(449)(.6)(.0122) V(2)(32.2)(1 .15)
Q = 28 GPM
Time required to lower pond 0.1 ' @ 1 .15' average head:
T = 9,800 Gal . = 28 GPM = 350 minutes
28 GPM vs 350 minutes plotted on curve (See Discharge Curve) .
Discharge rate and time to lower head from 1 .10' to 1 .00.' :
Q = 27 GPM
T = 9,800 Gal . + 27 GPM = 362 minutes
27 GPM vs 712 minutes plotted on curve.

Discharge rate and time to lower head from 1 .00' to 0.90' :
Q = 26 GPM
T = 9,800 Gal . = 26 GPM = 376 minutes
26 GPM vs 1088 minutes plotted on curve.
Discharge rate and time to lower head from 0.90' to 0.80' :
Q = 24 GPM
T = 9,800 Gal . = 24 GPM = 408 minutes
24 GPM vs 1496 minutes plotted on curve.
Discharge rate and time to lower head from 0.80' to 0.70' :
Q = 23 GPM
T = 9,800 Gal . j 23 GPM = 426 minutes
23 GPM vs 1922 minutes plotted on curve
Discharge rate and time to lower head from 0.70' to D_6n' :
Q = 21 GPM
T = 9,800 = 21 466 minutes
21 GPM vs 2388 minutes plotted on curve.
Discharge rate and time to lower head from 0.60.' to 0.50' ;
Q = 19 GPM
T = 9,800 = 19 = 515 minutes
19 GPM vs 2903 minutes plotted on curve.
Discharge rate and time to lower head from Q.50.' to 0.40' :
Q = 18 GPM
T = 9,800 Gal . = 18 GPM = 544 minutes
18 GPM vs 3447 minutes plotted on curve.
Discharge rate and time to lower head from 0.40' to 0.30' :
Q = 16 GPM
T = 9,800 Gal . = 16 GPM = 612 minutes
16 GPM vs 4059 minutes plotted on curve.

Discharge rate and time to lower head from 0.30' to 0.20' :
Q = 13 GPM
T = 9,800 Gal . = 13 GPM = 753 minutes
13 GPM vs 4,812 minutes plotted on curve.
Discharge rate and time to lower head from 0.20' to 0.10' :
Q = 10 GPM
T = 9,800 Gal . y 10 GPM = 980 minutes
10 GPM vs 5,792 minutes plotted on curve
Discharge rate and time to lower head from 0.10' to 0.00' :
Q = 6 GPM
T = 9,800 Gal . = 6 GPM = 1633 minutes
6 GPM vs 7,425 minutes plotted on curve
The outlet structure will discharge the total calculated runoff
volume of 111,923 gallons in approximately 4 days (See Orifice Discharge
Curve).

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98, 8cO
7 S4, 7Z?
RUNOFF CALCULATIONS - AREA #2 !_ 8 r�"L
Impervious Surfaces:
73 Lots (2,500 Sq. Ft. Each) = 182,500 Sq. Ft.
Streets = 98,800 Sq. Ft.
Off Site (2 houses + 860 LF+ , 8' wide
paved cart path) = 11 ,000 Sq. Ft.
Total Impervious Area = 292,300 Sq. Ft.
Pervious Surfaces:
Project Lawns, street shoulders, etc. = 756,727 Sq. Ft.
Off Site (lawns, golf fairway) = 188,615 Sq. Ft.
Total Pervious Area = 945,342 Sq. Ft.
292,300 Sq. Ft. (Impervious) x ..083' = 24,261 CF Runoff
945,342 Sq. Ft. (Pervious) x .083' x 0.2' = 15,693 CF Runoff
Total Runoff = 39,954 CF (299,655 Gal . )
DETENTION POND #2 CALCULATIONS
Minimum Pond Surface Area:
292,300 Sq. Ft. (Impervious.), + 1 ,237,642 Sq. Ft. (total areal = 24% Impervious
SA/DA % (See Chart) for 85% TSS Removal @ 4' Pond Depth = 1 .5% Area
Total Drainage Area = 1 ,237,642 Sq. Ft. = 28.4 AC
1 .5% x 28.4 = 0.43 AC Required Pond Surface Area
Pond #2 Area = 0.51 AC and is therefore adequate.
Stormwater Storage Depth.:
39,9.54 CF (Runoff) ; 22,216 Sq. Ft. (Pond Areal = 1 .8' Storage Depth Required

ORIFICE DISCHARGE RATE CALCULATIONS= POND #2
Use 2.5" diameter orifice for Pond .#2 outlet.
Calculate average discharge rate and time to lower orifice head
from 1 .90' to 1 .80' :
0.10' pond height x 22,215 Ft2 pond area x 7.5 gal/Ft3 = 16,661 Gal . Storage
Average head on orifice from 1.90' to 1 .80' = 1 .85'
Average discharge rate @ 1 .85' head:
Q(GPM) = (449)c A
Q(GPM) = (449) (.6)( .0341) 42(.32.2) (1 .85)
Q = 100 GPM
Time required to lower pond 0.1 ' @ 1 .85' average head:
T = 16,661 Gal . = 100 GPM = 166 minutes
100 GPM vs 166 minutes plotted on discharge curve (See Discharge Curve)
Discharge rate and time to lower head from 1 .80' to 1 .70' :
Q = 98 GPM
T = 16,661 Gal . : 98 GPM = 170. minutes
98 GPM vs 336 minutes plotted on curve.
Discharge rate and time to lower head from 1 .70' to 1 .60' :
Q = 95 GPM
T = 16,661 Gal . j 95 GPM = 175 minutes
95 GPM vs 511 minutes plotted on curve.
Discharge rate and time to lower head from 1 .60' to 1.50' :
Q = 92 GPM
T = 16,661 Gal . j 92 GPM = 181 minutes
92 GPM vs 692 minutes plotted on curve.

Discharge rate and time to lower head from 1 .50' to 1 .40' :
Q = 89 GPM.
T = 16,661 Gal . = 89 GPM = 187.minutes
89 GPM vs 879 minutes plotted on curve.
Discharge rate and time to lower head from 1 .40' to 1 .30' :
Q = 86 GPM
T = 16,661 Gal .. j 86 GPM = 194 minutes
86 GPM vs 1 ,073 minutes plotted on curve.
Discharge rate and time to lower head from 1.30' to 1 .20'.:
Q = 82 GPM
T = 16,661 Gal . = 82 GPM = 203 minutes
82 GPM vs 1 ,276 minutes plotted on curve.
Discharge rate and time to lower head from 1 ,20' to 1 .10' :
Q = 79 GPM
T = 16,661 Gal . = 79 GPM = 211 minutes
79 GPM vs 1 ,487 minutes plotted on curve.
Discharge rate and time to lower head from 1 .10' to 1 .00' ;
Q = 76 GPM
T = 16,661 Gal . = 76 GPM = 219 minutes
76 GPM vs 1 ,706 minutes plotted-on curve.
Discharge rate and time to lower head from 1.00' to 0.90' :
Q = 72 GPM
T = 16,661 Gal . + 72 GPM = 231 minutes
72 GPM vs 1 ,937 minutes plotted on curve.
Discharge rate and time to lower head from 0.90' to 0.80' ;
q = 68 GPM
T = 16,661 Gal . = 68 GPM = 245 minutes
68 GPM vs 2,182 minutes plotted on curve.

Discharge rate and time to lower head from 0.80' to 0.70' :
Q = 64 GPM
T = 16,661 Gal . s 64 GPM = 260. minutes
64 GPM vs 2,442 minutes plotted on curve.
Discharge rate and time to lower head from 0.70' to 0.60' :
Q = 59 GPM
T = 16,661 Gal . = 59 GPM = 282 minutes
59 GPM vs 2,724 minutes plotted on curve.
Discharge rate and time to lower head from 0.60' to 0.50' :
Q = 55 GPM
T = 16,661 Gal . j 55 GPM = 303 minutes
55 GPM vs 3,027 minutes plotted on curve.
Discharge rate and time to lower head from 0..50.` to 0.40' :
Q = 49 GPM
T = 16,661 Gal . = 49 GPM = 340 minutes
49 GPM vs 3,367 minutes plotted on curve.
Discharge rate and time to lower head from 0.40.' to 0.30' :
Q = 44 GPM
T = 16,661 Gal . i 44 GPM = 379 minutes
44 GPM vs 3,746 minutes plotted on curve.
Discharge rate and time to lower head from 0.30' to 0.20' :
Q = 37 GPM
T = 16,661 Gal . = 37 GPM = .450 minutes
37 GPM vs 4,196 minutes plotted on curve..
Discharge rate and time to lower head from 0.20' to 0.10' :
Q = 29 GPM
T = 16,661 Gal . i 29 GPM = 575 minutes
29 GPM vs 4,771 minutes plotted on curve.

Discharge rate and time to lower head from 0.10' to 0.00' :
Q = 16 GPM
T = 16,661 Gal . = 16 GPM = 1 ,041 minutes
16 GPM vs 5,812 minutes plotted on curve.
The outlet structure will discharge the total calculated runoff
volume of 299,655 gallons in approximately 3.7 days (See Orifice
Discharge Curve) .

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RUNOFF CALCULATIONS - AREA #3 2��1
Impervious Surfaces:
12 Lots (2,300 Sq. Ft. Each) = 30,000 Sq. Ft.
Streets = 19,800 Sq. Ft.
Off Site (1040 LF± 8' wide cart path) = 8,320 Sq. Ft.
Total Impervious Area = 58,120 Sq. Ft.
Pervious Surfaces:
Project Lawns, Street Shoulders, etc. = 175,000 Sq. Ft.
Off Site (Undeveloped Area, Fairway, etc. ) = 45,000 Sq. Ft.
Total Pervious Area = 220,000 Sq. Ft.
58,120 Sq. Ft. (Impervious) x .083' = 4,824 CF Runoff
220,000 Sq. Ft. (Pervious) x .083' x 0.20' = 3,652 CF Runoff
Total Runoff = 8,476 CF (_63,570 Gal . )
DETENTION POND #3 CALCULATIONS
Minimum Pond Surface Area:
58,120 Sq. Ft. (Impervious) = 278,120 Sq. Ft. (Total Drainage Area)
= 21% Impervious Area
SA/DA % (See Chart) for 85% TSS Removal @ 4' Depth = 1 .3%
Total Drainage Area = 278,120 Sq. Ft. = 6,38 AC
1 .3% x 6.38 AC = 0.08 AC Required Pond Area
Pond #3 Area = 0.10 AC and is therefore adequate
Stormwater Storage Depth.:
8,476 CF (Runoff) = 4,356 Sq. Ft. (Pond Areal_ = 1 .9' Storage Depth.
Required

ORIFICE DISCHARGE RATE CALCULATIONS - POND #3
Use 1/2" diameter orifice for Pond #3 outlet
Calculate average discharge rate and time to lower orifice head from
1 .90' to 1 .70' :
0.20' pond height x 4,356 Ft2 pond area x 7.5 gal/Ft3 = 6,534 gal . storage
Average head on weir from 1 .90' to 1 .70' = 1 .80'
` Conu?r-ls i i_'°"t
Average dischargerlrate @ 1 .801 :
Q(GPM) = (449)(.6)(.0055)1/2(32.2)(1 ,80)
Q = 15.7 GPM
Time required to lower pond 0.20' @ 1 .80' average head:
T = 6,534 Gal . = 15.7 GPM = 416 minutes
15.7 GPM vs 416 minutes plotted on curve (See Discharge Curve).
Discharge rate and time to lower head from 1.70' to 1 .50' :
Q = 15.0 GPM
T = 6,534 Gal . = 15.0 GPM = 436 minutes
15.0 GPM vs 852 minutes plotted on curve.
Discharge rate and time to lower head from 1 .50' to 1 .30' :
Q = 14.0 GPM
T = 6,534 Gal . = 14.0 GPM = 467 minutes
14.0 GPM vs 1 ,318 minutes plotted on curve.
Discharge rate and time to lower head from 1 .30' to 1 .10' :
Q = 13.0 GPM
T = 6,534 Gal . = 13.0 GPM = 503 minutes
13.0 GPM vs 1821 minutes plotted on curve.

Discharge rate and time to lower head from 1 .10' to 0.90' :
Q = 11 .9 GPM
T = 6,534 Gal . = 11 .9 GPM = 549 minutes.
11 .9 GPM vs 2,370 minutes plotted on curve.
Discharge rate and time to lower head from 0.90' to 0.70' ;
Q = 10.6 GPM
T = 6,534 Gal . = 10.6 GPM = 616 minutes
10.6 GPM vs 2,986 minutes plotted on curve.
Discharge rate and time to lower head from 0.70' to 0.50' :
Q = 9.2 GPM
T = 6,534 Gal . = 9.2 GPM = 710
9.2 GPM vs 3,696 minutes plotted on curve.
Discharge rate and time to lower head from 0.5Q' to 0.30' :
Q = 7.5 GPM
T = 6,534 Gal . = 7.5 GPM = 871 minutes
7.5 GPM vs 4,547 minutes plotted on curve.
Discharge rate and time to lower head from 0.30' to 0.10' ;
Q = 5.3 GPM
T = 6,534 Gal . = 5.1 GPM = 1 ,281 minutes
5.3 GPM vs 5,799 minutes plotted on curve.
Discharge rate and time to lower head from 0.10' to 0.00' :
Q = 2.7 GPM
T = 3,267 Gal . = 2.7 GPM = 1 ,210 minutes
2.6 GPM vs 7,009 minutes plotted on curve.
The outlet structure will discharge to total calculated runoff
volume of 63,570 gallons in approximately 4.7 days (See Orifice
Discharge Curve).

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OAKBROOK=
SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER
IMPER.% 3 . 0FT 3 .5FT cOFT)4. 5FT 5 . 0FT 5. 5FT 6.0FT 6 . 5FT 7. 0FT 7. 5FT
po,va 1 10% 19� . 9 .8 hZ . 7 . 6 . 5
poN0,.3 20% 21% 1.7 1.3 1,3 1. 2 1. 1 1. 0 .9 .8 .7 .6 . 5
PDNa#a 3 0%2¢%2.5 2.2 1' 1.9 1. 8 1 . 6 1.5 1.3 1.2 1. 0 .9
40% 3 .4 3. 0 2.6 2. 4 2. 1 1.9 1. 6 1. 4 1.1 1. 0
50% 4.2 3 .7 3 .3 3. 0 2. 7 2 .4 2.1 1.8 1. 5 1.3
60% 5.0 4. 5 3 .8 3. 5 3 . 2 2. 9 2.6 2. 3 2. 0 1.6
70% 6. 0 5. 2 4.5 4.1 3 .7 3.1 2. 9 2.5 2. 1 1.8
80% 6 .8 6.0 5.2 4.7 4. 2 3 .7 3 .2 2.7 2. 2 2. 0
90% 7.5 6.5 5. 8 5 .3 4 . 8 4.3 3 .8 3 .3 2.8 1.3
100% 8.2 7. 4. 6. 8 6. 2 5. 6 5.0 4. 4 .3 .8 3.2 2. 6
SA/DA - > 90% TSS REMOVAL
FOR WET DETENTION WITHOUT VEGETATIVE FILTER
IMPER. % 3 . 0FT 3 . 5FT 4. 0FT 4. 5FT 5 . 0FT 5.5FT 6. OFT 6.5FT 7.0FT 7. 5FT
10% 1.3 1. 0 . 8 .7 . 6 .5 . 4 .3 .2 . 1
20% 2. 4 2. 0 1. 8 1.7 1. 5 1.4 1.2 1. 0 . 9 . 6
30% 3 .5 3 .0 2.7 2 .5 2. 2 1.9 1. 6 1. 3 1.1 . 8
40% 4.5 4.0 3 .5 3 .1 2. 8 2. 5 2 .1 1. 8 1. 4 1 . 1
50% 5. 6 5 . 0 4.3 3 .9 3 . 5 3 . 1 2. 7 2.3 1 . 9 1.5
60% 7.0 6 . 0 5 .3 4. 8 4. 3 3 . 9 3. 4 2. 9 2. 4 1. 9
70% 8.1 7. 0 6 . 0 5. 5 5 . 0 4.5 3 . 9 3 .4 2. 9 2 . 3
80% 9. 4 8. 0 7.0 6. 4 5 .7 5.2 4. 6 4. 0 3 . 4 2. 8
90% 10.7 9. 0 7.9 7. 2 6 .5 5.9 5.2 4. 6 3 . 9 3 .3
100% 12.0 10.0 8.8 8.1 7. 3 6.6 5.8 5.1 4.3 3 .6

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January 11, 1989
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Statement of Responsibility
Stormwater System Operation and Maintenance
Oakbrook III at Brick Landing Plantation
Brunswick County
Dear Mr. Hawes:
This letter acknowledges that a Stormwater Management Plan has been submitted on
behalf of Oakbrook III at Brick Landing Plantation.
Brick Landing Plantation Homeowner's Association will be responsible for the op-
eration and maintenance of the system as required by DEM and the operation and
maintenance procedures included as an integral part of the Stormwater Management
Plan.
Brick Landing Plantation Homeowner's Association will be responsible for repair-
ing or replacing any part of the Stormwater Management system which may become
inoperable.
Sincerely,
/.. .....„1...V
H. Michael Brazeal
Project Director
cc: Joseph S. Hill, Jr. and Assoc.
Ocean Isle Beach,North Carolina 28459
919-754-4373 Inside NC 1-800-222-9938 Outside NC 1-800-438-3006