SW8070333_Historical File_20070426

State Stormwater Management Systems
Permit No. SW8 070333
April 26, 2007
John Baker, Managing Member
Brunswick STU and Associates, LLC
PO Box 19808
Raleigh, NC 27619
Subject: Stormwater Permit No. SW8 070333
Rice Creek Plantation — Phase I
High Density Subdivision Project
Brunswick County
Dear Mr. Baker:
o�L.'\tJqv\Ck1 r 5
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Rice Creek Plantation — Phase I on April 25, 2007. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 070333, dated April 26, 2007, for the construction. of the project, Rice
Creek Plantation — Phase I.
This permit shall be effective from the date of issuance until April 26, 2017, and shall be
subject to the conditions and limitations as specified therein. Please pay special
attention to the Operation and Maintenance requirements in this permit. Failure to
establish an adequate system for operation and maintenance of the stormwater
management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Sincerely,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:IWQSISTORMWATERIPERMIT1070333.apr07
cc: Elizabeth Nelson, P.E., Bowman Design and Engineering Services, P.A.
Brunswick County Inspections
Chris Baker
Wilmington Regional Office
Central Files
Page 1 of 10

State Stormwater Management Systems
Permit No. SW8 070333,
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
John Baker and Brunswick STU and Associates, LLC
Rice Creek Plantation — Phase l
US 17, Brunswick County
FOR THE
construction, operation and maintenance of eleven (11) wet detention pond in
compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the
"stormwater rules') and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of
Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 26, 2017 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
controls have been designed to handle the runoff from (See tables Section 1.6)
square feet of impervious area. This basin must be operated with a 30' vegetated
filter.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 10

State Stormwater Management Systems
Permit No. SW8 070333
6. The following design elements have been permitted for these wet detention
ponds stormwater facility, and must be provided in the system at all times.
Design Criteria
Pond #1
Pond #2
Pond #3
Pond #4
Pond #5
Pond #6
a. Drainage Area,
8.69
7.33
12.73
11.17
4.55
2.79
acres:
Onsite, ft2
378,444
319,410
554,482
486,629
198,391
121,564
Offsite, ftZ
None
None
None
None
None
None
b. Total Impervious
187,943
236,419
178,739
242,219
92,613
50,094
Surfaces, It'
(1) Buildings
140,116
195,764
113,476
184,336
68,190
31,538
(2) Streets
45,512
37,654
63,523
55,012
23,335
18,077
(3) Sidewalks
2,306
3,001
1,740
2,871
1,088
479
(4) Offsite
None
None
None
None
None
None
c. Design Storm,
1
1
1
1
1
1
inches
d. Pond Depth, feet
6
6.5
6
6.5
6
4
e. TSS removal
85
85
85
85
85
85
efficiency
f. Permanent Pool
23
23
23
20
19
24
Elev., FMSL
g. Perm. Pool Surface
8,413
8,716
10,408
12,288
7,154
5,502
Area, ft2
h. Permitted Storage
19,560
20,251
23,893
27,917
16,863
6,096
Volume, fte
I. Temporary Storage
25
25
25
22
21
25
Elev., FMSL
j. Controlling Orifice,
1.5
2
1.5
2
1
1
V pipe
k. Permitted Forebay
4,942
4,780
6,110
7,913
3,482
1,946
Volume, fta
I. Receiving
Rice Creek / Cape Fear
Stream/River Basin
m. Stream Index
18-81-6
Number
n. Classification of
C;Sw
Water Body
o. Max, fountain
1/8
1/8
1/8
1/8
1/8
1/8
horsepower
Page 3 of 10

State Stormwater Management Systems
Permit No. SW8 070333
Design Criteria
Pond #7 Pond #8_1 Pond #9
Pond #10_ ; Pond #11 I
a. Drainage Area,
10.40 7.44 18.34
7.46 17.69
acres:
Onsite, ft2
452,857 324,110 359,755
332,430 326,829
Offsite, ft2
None None None j
None j None
b. Total Impervious
235,591 160,546 157,355
i
j 160,080
166,943
Surfaces, ft2
(1) Buildings
174,148 ! 119,581 106,818
123,727
106,885
(2) Streets
58,703 39,094 48,841
34,482
58,318
(3) Sidewalks
2,740 1,871 1,696
1,871
1,740
(4) Offsite
None None None
None
None
c. Design Storm,
1
1 i
1
1
1
inches
d. Pond Depth, feet
6
6
6
6
6.5
e. TSS removal
85 185
85
85
85
efficiency
f. Permanent Pool
23 123
24
20.5
20.5
Elev., FMSL
g. Perm. Pool Surface
10,534
7,258
10,792
6,975
7,511
Area, ft2
h. Permitted Storage
24,200
17,123
24,835
16,502
17,593
Volume, ft3
i. Temporary Storage
25
25
26
22.5
22.5
Elev., FMSL
j. Controlling Orifice,
2
.1.5
1.5
1.5
1.5
"O pipe
k. Permitted Forebay
6,280 3,538 6,214 3,362 4,402
Volume, ft3
Rice Creek / Cape Fear
I. Receiving
Stream/River Basin
18-81-6
m. Stream Index
Number
n. Classification of
C;Sw
Water Body
o. Max. fountain
1/8
1/8 1/8
1/8
1/8
horsepower
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot does not exceed the maximum allowed by this permit. Once the lot
transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon
area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
Page 4 of 10

State Stormwater Management Systems
Permit No. SW8 070333
4. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspectiuris revery 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
5. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
6. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
7. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
8. 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 the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
9. The Director may determine that other revisions to the project should require a
modification to the permit.
10. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
11. 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.
Page 5 of 10

State Stormwater Management Systems
Permit No. SW8 070333
12. 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.
13. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
14. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
15. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
16. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
17. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
18. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
19. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
20. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 070333, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
Page 6 of 10

State Stormwater Management Systems
Permit No. SW8 070333
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is 3,000 square feet. This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
21. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
22. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
23. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
C. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is (See tables Section 1.6).
24. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
Page 7 of 10

State Stormwater Management Systems
Permit No. SW8 070333
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee fora minimum of ten years from the date of the completion of
construction.
Permit issued this the 26th day of April, 2007.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 070333
Page 8 of 10

State Stormwater Management Systems
Permit No. SW8 070333
Rice Creek Plantation — Phase I
Stormwater Permit No. SW8 070333
Brunswick County
Designer's Certification
Page 1 of 2
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 9of10

State Stormwater Management Systems
Permit No. SW8 070333 .
Certification Requirements. Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
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/bypass 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/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized 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, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DWQ Regional Office
Brunswick County Building Inspections
Page 10 of 10

BOWMAN DESIGN
/7 & ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
Hand Delivery
April 24, 2007
Mr. Chris Baker
Division of Water Quality
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Rice Creek Plantation
Brunswick County
Express Submittal Comments
Dear Mr. Baker:
Per your request, enclosed for your review are:
1.) Two (2) copies of the revised Master Stormwater Plan (sheet C1).
2.) Two (2) copies of the revised drainage area maps (scale: 1" = 150�.
In addition to the items listed above, enclosed are two (2) copies of the revised
Stormwater Management Permit Application for Phase 1 (page 3 attachments only). The
Application enclosed with our letter dated April 5, 2007 listed incorrect drainage area data
for stormwater ponds 9, 10 & 11.
Please contact me if you have any questions or require any additional information.
Sincerely,
BrianS. Hall, EI
Enclosures
cc: Mr. John Baker, Brunswick STU & Associates, LLC
File: 2500.02 (Rice Creek Plantation — Phase I)
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BOWMAN DESIGN
oj
78s ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Pax:910-755-6527
Hand Delivery
April 9, 2007
Mr. Chris Baker
Division of Water Quality
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Rice Creek Plantation
Brunswick County
Express Submittal Comments
Dear Mr. Baker:
Per your request on April 5, 2007, enclosed for your review are:
APR I M17
1.) Two (2) copies of the revised Stormwater Management Permit Application (page 3 attachment).
2.) Two (2) copies of the revised Phase 1 Design Plans (sheets C1 & C11).
3.) Two (2) copies of the revised Master Stormwater Plan (sheet Cl).
4.) Two (2) copies of the drainage area maps for Ponds 1-11.
5.) Two (2) copies of the notorized document granting John Baker authority to sign as a managing
member of Brunswick STU & Associates, LLC.
Please contact me if you have any questions or require any additional information.
Sincerely,
Brian S. Hall, EI
Enclosures
cc: Mr. John Baker, Brunswick STU & Associates, LLC
File: 2500.02 (Rice Creek Plantation Phase I)

BOWMAN DESIGN
/7 & ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
Hand Delivery
March 29, 2007
Mr. Chris Baker
Division of Water Quality
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
WArnington, North Carolina 28405
Subject: Bice Creek Plantation - Phase I
Brunswick County
Express Submittal, Low Density with Pockets of High
Dear Mr. Baker.
On behalf of Brunswick BTU & Associates, LLC, enclosed for your review and approval are the
following documents:
1. One (1) original and one (1) copy of the Stormwater Management Permit
Application.
2. One (1) original and one (1) copy of the Low Density Supplement for Tract A.
3. One (1) original and one (1) copy of the Curb Outlet System Supplement for Tract A.
4. One (1) original and one (1) copy of the Curb Outlet System Supplement for the
Thoroughfare.
5. One (1) original and one (1) copy of the Wet Detention Basin Supplement for Ponds 1
thru 11.
6. One (1) original and one (1) copy of the Proposed Deed Restrictions for Tract A
7. Two (2) copies of the Design Calculations (Pages 1-75).
8. Two (2) copies of the Project Narrative.
9. Two (2) copies of the Design Plans (Cover, Sheets CI- C11).
10. A check in the amount of $ 4000.00 to cover the required application fee.
Please contact me if you have any questions or require any additional information.
Sincerely,
Brian S. Hall, EI received
0 3�A9 07
Enclosures
cc: Mr. John Baker, Brunswick STU & Associates, LLC
File: 2500.02 (Rice Creek Plantation —Phase I)

BOWMAN DESIGN
& ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
RICE CREEK PLANTATION - Phase I
PROJECT NARRATIVE
Rice Creek Plantation consists of a 1,306.37 acre tract located on US Hwy 17 (Ocean
Highway) in Brunswick County, NC. The developer proposes to construct roads, and install
sewer and water utilities to serve commercial office buildings, 361 multi -family units and
1,656 single-family homes. This project was previously approved as a 1,328 acre project
with 1,656 single family homes and 492 multi -family units (see permit # SW8 070334 as
approved on April 26, 2007). A portion of the project was sold to Brunswick County
Schools in order to build Town Creek Elementary School.
Phase 1 of Rice Creek Plantation consists of multi -family Tracts H, I, L, single-family Tract
A and a portion of the Thoroughfare (as shown on the Rice Creek Plantation - Master Plan),
totaling 175.35 acres. The developer will disturb approximately 122.56 acres during
construction of Phase 1, which includes 361 multi -family units and 175 single-family homes.
The erosion control permit for Rice Creek Plantation- Phase 1 (Bruns 2007-396) includes
both Phase 1 and Town Creek Elementary School (21.21 acres of disturbance) for a total of
143.77 acres of disturbance.
Stormwater runoff from Tracts H, I and L will be directed to ten (10) on -site wet detention
basins. Originally, prior to selling a portion of the project to Brunswick County Schools, the
project included eleven (11) on -site stormwater ponds (see permit # SW8 070333 as
approved on April 26, 2007). Pond 11 was eventually eliminated, and the drainage areas for
Ponds 7-10 were altered. Ponds 7, 9 & 10 were not redesigned using Phase II stormwater
rules because of reductions in drainage areas, impervious area totals and impervious
percentages for these ponds (approved by C. Baker of the NCDENR Wilmington Regional
Office on October 25, 2007). A comparison of the data for Ponds 7, 9 & 10 is attached.
Pond 8 was redesigned to treat all of the off -site run-off produced by Town Creek
Elementary School.
The developer proposes to install asphalt roads throughout the subdivision with 30"
standard or 24" roll curb and gutter, which will direct runoff to the stormwater collection
systems (Tracts H, I & L) or 100' vegetated swales (Tract A). As established on the
Stormwater Master Plan, limits will be established for all single-family lots, multi -family
residential areas and commercial areas to the extent that the project as'a whole meets low
density criteria at the 30% (non -SA waters) level. The single-family lots within Tract A are
limited to 3,000 SF of impervious surface.
A Temporary construction entrance will be installed along US 17 to prevent significant
amounts of sediment from entering the adjacent highway. Temporary silt fencing will be
installed adjacent to wetlands. Check dams will be built at existing ditch outlets prior to the
filling and relocation of existing ditches. Temporary diversions will be constructed to direct
stormwater runoff to Ponds 1-10, which will serve as temporary sediment basins, and to
other temporary sediment basins and sediment traps. Block and gravel inlet protection will
be installed to protect the curb and yard inlets within Tracts H, I and L. These measures

BOWMAN DESIGN
& ENGINEERING
ERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
RICE CREEK PLANTATION - Phase 1
shall be inspected regularly, and the accumulated sediment removed to prevent the
conveyance of sediment to any off -site areas. Upon stabilization of the disturbed areas,
sediment will be removed from the pond to return it to original design depth. Within the
thoroughfare right -of way and Tract A, the 100' vegetated swales are to be installed after the
asphalt roadways and the curb and gutter are installed. Level spreaders will be constructed at
the swale outlets for erosion control purposes.
The primary permanent erosion control measures that will remain after the temporary
measures axe removed will be permanent grassing and asphalt.

BOWMAN DESIGN
8a ENGINEERING
SERVICES,PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
RICE CREEK PLANTATION - Phase 1
POND 7
ORIGINAL DESIGN
CURRENT DESIGN
I DRAINAGE AREA (SF)
452,857
452,857
IMPERVIOUS AREA (SF)
235,591
232,044
IMPERVIOUS
52.02%
51.24%
POND 9
ORIGINAL DESIGN
I CURRENT DESIGN
DRAINAGE AREA (SF)
359,775
146,133
IMPERVIOUS AREA (SF)
157,355
62,982
% IMPERVIOUS
43.74%
43.10%
POND 10
ORIGINAL DESIGN
CURRENT DESIGN
DRAINAGE AREA (SF)
332,430
240,645
IMPERVIOUS AREA (SF)
160,080
89,462
% IMPERVIOUS
48.15%
37.18%

7 BOWMAN DESIGN
8s ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
RICE CREEK PLANTATION — PHASE 1
PROJECT NARRATIVE
This project consists of a 1,328-acre tract located on US Hwy 17 (Ocean Highway) in
Brunswick County, NC. The developer proposes to construct roads, and install sewer and
water utilities to serve commercial office buildings, 492 multi -family units and 1,656 single-
family homes. Phase 1 consists of Tracts A, H, I, L and a portion of the Thoroughfare (as
shown on the Stormwater Master Plan), .totaling 196.56-acres. 175 single-family homes and
492 multi -family units will be completed during this first phase of construction.
Stormwater runoff from multi -family Tracts H, I and L will be directed to eleven (11) on -site
stormwater ponds via stormwater collection systems. The developer proposes to install
asphalt roads throughout the subdivision with curb and gutter, which will direct stormwater
runoff to curb inlets or 100' vegetated swales. As established on the Stormwater Master
Plan, limits will be established for all single-family lots, multi -family residential areas and
commercial areas to the extent that the project as a whole meets low density criteria at the
30% (non -SA waters) level. The single-family lots within Tract A are limited to 3,000 SF of
impervious surface.
Initially, the roads and utilities will be installed in the right-of-way. Temporary construction
entrances will be installed to protect adjacent roads. Temporary silt fencing, temporary
diversions, and temporary sediment basins will be used to prevent significant amounts of
sediment from leaving the site. These measures shall be inspected regularly, and the
accumulated sediment removed to prevent the conveyance of sediment to any off -site areas.
The primary permanent erosion control measures that will remain after the temporary
measures are removed will be permanent grassing and asphalt.

Rice Creek Plantation
Hydrologic and Hydraulic Calculations
Maori 2007
Prepared by:
BOWMAN DESIGN
& ENGINEERING
ee- SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phonez 910-755-6526 F= 910-755-6527

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RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Q from DA-1
Q from IaA-3
Q from DA-5
Q from DA-7
Q from DA-9
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t3)
QI = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' (')
QI = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighied'C'
Intensity'i
4 = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'!' (3)
QI = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Tota! A'
Weighted 'C'
Intensity 'i
Qi = C!A
Q from DA-11A Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i
QI = CiA
56,436
SF
Acres
-YR storm
GValueff)
0.2
1.30
10
Acres
0.72
0.58
0.95
1.30
7.1
0.536
4.93 cfs
38,157
SF
Acres
-YR storm
GValue ���
0.2
0.88
10
Acres
0.48
0.40
0.95
0.88
0.542
7.1
3.37 efs
7,843 SF
0.18 Acres
10 -YR storm
19,548
SF
Acres
-YR storm
GValue f',
0.2
0.45
10
Acres
0.26
0.19
0.95
0.46
1 7.1
0.518
cis
1.65
20,201
SF
Acres
-YR storm
GValue rf,
0.2
0.46
10
Acres
0.24
0.22
0.95
0.46
7.1
0.556
cfs
1.63
46,466
SF
Acres
-YR storm
C- value
0.2
1.07
10
Acres
0.57
0.50
0.95
1.07
7.1
0.552
CIS
4,18
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual.
Q from DA-2
Drainage Area =
39,109
SF
Drainage Area =
0.90
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Va/uef4)
GRASSY
0.49
0.2
IMPERVIOUS
0.41
0.95
Total A'
0.90
Weighted 'C'
0.5w2
Intensity'i ' c')
7.1
QI = CiA
3.4i:
efs
Q from DA-4
Drainage Area =
54.740
SF
Drainage Area :=
1.26
Acres
Design Storm =
10
-YR storm
Surface
Acres GValue(l)
GRASSY
0.69
0.2
IMPERVIOUS
0.57
0.95
Total A'
1.26
Weighted 'C'
0.540
Intensity 7
7.1
QI = CiA
4.82
cfs
Q from DA4
Drainage Area =
19,138
SF
Drainage Area =
0.44
Acres
Design Storm =
10
-YR storm
Surface
Acres GValue fry
GRASSY
0.26
0.2
IMPERVIOUS
0.18
0.95
Total'A'
0.44
Weighted 'C'
0.507
Intensity'i ' t'')
7.1
QI = CiA
1.58
cis
Q from D"
Drainage Area =
8,669
SF
Drainage Area =
1 0.20
1-YR
Acres
Design Storm =
10
storm
Surface
Acres GValueff)
GRASSY
0.09
0.2
IMPERVIOUS
0.11
0.95
Total A'
0.20
Weighted 'C'
0.615
Intensity'i ' r')
1 7.1
QI= CiA
0.
efs
Q from DA-10
:Drainage Area =
42,283
SF
Drainage Area =
0.97
1-YR
Acres
Design Storm =
10
storm
Surface
Acres GValue ('J
GRASSY
0.51
0.2
IMPERVIOUS
0.46
0.95
Total A'
0.97
Weighted 'C'
0.555
Intensity'i ' 0)
7.1
QI = CiA
3.83
cis
Q from DA-11 B
Drainage Area =
1 30,406 SF
Drainage Area =
0.70 Acres
Design Storm =
10 -YR storm
Surface
Acres C- value
GRASSY
0.36 0.2
IMPERVIOUS
0.34 0.95
Total A'
0.70
Weighted 'C'
0.565
Intensity '! ' t3)
7.1
QI = CiA
2.901cis
Revision Date: 3/21/2007
. I J 15

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Q from DA-12 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted
Intensity'i ' 0)
QI = CIA
Q from DA-14 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' 0r
QI=CiA
Q from DA46 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t6r
QI = CiA
Q from DA•18 Drainage Area
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 7 ' ter
QI=CiA
48,626
SF
Acres
-YR storm
C-Value ff,
0.2
1.05
10
Acres
0.53
0.52
0.95
1.05
7.1
0.572
CFS
a.2s
59,693
SF
Acres
-YR storm
C-Value r"
0.2
1.37
10
Acres
0.70
0.67
0.95
1.37
7.1
0.567
cfs
5.51
15,719
SF
Acres
-YR storm
C-Valuer"
0.2
0.36
10
Acres
0.19
0.17
0.95
0.36
7.1
0.553
cfs
1.42
33,789 SF
0.78 Acres
10 -YR storm
Q from DA,20 Drainage Area =
1 37,299
SF
Drainage Area =
1 0.86
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value f11
GRASSY
0.48
0.2
IMPERVIOUS
0.38
0.95
Total A'
0.86
Weighted 'C'
0.533
Intensity'i
7.1
QI = CiA
3.24 cfs
Q from DA-22 Drainage Area =
58,109
SF
Drainage Area =
1.33
Acres
Design Storm =
10
-YR storm
Surface
Acres
C- Value r1J
GRASSY
0.69
0.2
IMPERVIOUS
0.64
0.95
Total A'
1.33
Weighted 'C'
0.560
Intensity'i ' t°'
7.1
Qi = CiA
6.30
cfs
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual
Q from DA-13 Drainage Area = 41,706
SF
Drainage Area = 0.96
Acres
Design Storm = 10
-YR storm
Surface Acres
C-Value fv
GRASSY 0.51
0.2
IMPERVIOUS 0.45
0.95
Total A' 0.96
Weighted 'C'
0.553
Intensity'i ' tit 7.1
QI = CiA 3.78
CIS
Q from DA-16
Q from DA-17
Drainage Area = 1 48,825 SF
Drainage Area = 1 1.12 Acres
Design Storm = 1 10 -YR storm
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 'i ' t'r
QI = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
IntensitO ' t'r
QI = CiA
20,081
SF
Acres
-YR storm
C-Value rf)
0.2
0.46
10
Acres
0.26
0.20
0.95
0.46
0.525
I
Icts
Q from DA-19 Drainage Area =
42,942
SF
Drainage Area =
0.99
1-YR
Acres
Design Stone =
10
storm
Surface
Acres
C-Value
GRASSY
0.50
0.2
IMPERVIOUS
0.49
0.95
Total A'
0.99
Weighted 'C'
0.573
Intensity 'i ' O)
I 7.1
QI = CiA
4.01
Cfs
Q from OA-21
Drainage Area = 1 41,201 SF
Drainage Area = 0.95 Acres
Design Storm = 10 -YR storm
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t''r
QI = CiA
Q from DA-23 Drainage Area =
1 37,42 SF
Drainage Area =
0.86
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-ValuerV
GRASSY
0.45 0.2
IMPERVIOUS
0.41
0.95
Total A'
0.86
Weighted 'C'
0.558
Intensity 7 ' t'r
7,1
QI = CiA
8.40 cfs
Revision Date: 3012007

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Q from DA-24 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'!,
Q,=CIA
Q from DA-26 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 'i ' tar
Q,=CIA
Q from DA-28 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity 7' t'')
Q,=CIA
Q from DA30 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t''r
Q,=CiA
Q from DA-32 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 7
Q,=CIA
Q from DA-34 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' I.3r
Q,=CiA
33,087
SF
Acres
-YR storm
C-Value r11
0.2
0.76
10
Acres
0.38
0.38
0.95
0.76
7.1
0.575
Cfs
$.1C
16,051 SF
0.37 Acres
10 -YR storm
17,227
SF
Acres
-YR storm
C-Value 11J
0.2
0.40
10
Acres
0.32
0.08
0.95
0.40
7.1
0.352
0.99 Cfs
33,369
SF
Acres
-YR storm
C-Value r11
0.2
0.77
10
Acres
0.65
0.12
0.95
0.77
I 7.1
0.317
cfs
1.73
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual.
55,248 SF
1.27 Acres
10 -YR storm
18.346 SF
0.42 Acres
10 -YR storm
Q from DA-25 Drainage Area =
1 15,247
SF
Drainage Area =
1 0.35
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value 1r)
GRASSY
0.16
0.2
IMPERVIOUS
0.19
0.95
Total A'
0.35
Weighted 'C'
0.607
Intensity'i ' ter
7.1
Q, = CIA
i.51 !cis
Q from DA-27
Drainage Area = 32,358 SF
Drainage Area = 0.74 Acres
Design Storm = 10 -YR storm
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t')
Q,=CiA
Q from DA-29
Drainage Area =
25,816
SF
Drainage Area =
0.59
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value r11
GRASSY
0.38
0.2
IMPERVIOUS
0.21
0.95
Total A'
0.59
Weighted 'C'
0.466
Intensity'i ' c°)
7.1
Q, = CIA
1.96
cfs
Q from DA31
Drainage Area =
43,795
SF
Drainage Area =
1.01
Acres
Design Storm =
10
-YR storm
Surface
Acres C- Value
GRASSY
0.87
0.2
IMPERVIOUS
0.14
0.95
Total A'
1.01
Weighted 'C'
0.304
Intensity'! ' t'')
I 7,%
'.
Q, = CIA
2.17
CIS
Q from DA33
Drainage Area =
47,217
SF
Drainage Area =
1.08
1-YR
Acres
Design Storm =
10
storm
Surface
Aces C- Value
GRASSY
0.80
0.2
IMPERVIOUS
0.28
0.95
Total A'
1.08
Weighted 'C'
0.394
Intensity'i ' c°)
7.1
Q, = CIA
3.03
cis
Q from DA-35
Drainage Area =
21,240
SF
Drainage Area =
1 0.49
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuer�)
GRASSY
0.42
0.2
IMPERVIOUS
0.07
0.95
Total A'
0.49
Weighted 'C'
0.308
Intensity'! ' c)
7_1
Q, = CiA
1.07
cfs
Revision Date: 3/21/2007
C(&PC-15

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Q from DA-36
Q from DA-38
Q from DA-40
Q from DA-42
Q from DA44
Q from DA-46
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total'A'
Weighted
Intensity 'i ' t"r
Q;=CiA
Drainage Area =
Drainage Area =
Design Storm
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 7
Qi = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity 'i ' ter
Qi=CIA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity 'I ' O)
Q=CIA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 7 ' t''r
Qi = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 'I ' csr
Qi = CiA
14,591
SF
Acres
-YR storm
C-Value ",
0.2
0.33
10
Acres
0.33
0.00
0.95
0.33
7.1
0.200
cis
0'.43
44,661
SF
Acres
-YR storm
C- Value
0.2
1.03
10
Acres
0.68
0.35
0.95
1.03
0.456
7.1
3.32 cfs
84,879 SF
1.95 Acres
10 -YR storm
43.571
SF
Acres
-YR storm
C-Value ",
0.2
1.00
10
Acres
1.00
0.00
0.95
1.00
I 7.1
0.200
cfs
1.42
14,328
SF
Acres
1-YR storm
C- value
0.2
0.33
10
Acres
0.33
0.00
0.95
0.33
7.1
0.200
cfs
(1.47
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual.
14,933 SF
0.34 Acres
10 -YR storm
Q from DA-37 Drainage Area =
47,122
SF
Drainage Area =1
1.08
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value ")
GRASSY
0.92
0.2
IMPERVIOUS
0.16
0.95
Total A'
1.08
Weighted 'C'
0.311
Intensity 'i
7.1
QI = CiA
2.30
cfs
Q from DA49 Drainage Area =
1 8,189
SF
Drainage Area =
0.19
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value
GRASSY
0.19
0.2
IMPERVIOUS
0.00
0.95
Total A'
0.19
Weighted 'C'
0.200
Intensity'i
7.1
Qi = VA
0.27
ds
Q from DA-41 Drainage Area =
31,175
SF
Drainage Area =
0.72
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value ")
GRASSY
0.64
0.2
IMPERVIOUS
0.08
0.95
Total A'
0.72
Weighted 'C'
0.284
Intensity'i ' cyr
7.1
Qi = CiA
1.44
cfs
Q from DA-43
Drainage Area =
1 86,249 SF
Drainage Area =
1 1.98 Acres
Design Storm =
10 -YR storm
Surface
Acres C- value
GRASSY
1.72 0.2
IMPERVIOUS
0.26 0.95
Total A'
1.98
Weighted 'C'
0.298
Intensity'i ' 01
i 7. i i-
Qi = CIA
Q from DA45 Drainage Area =
36,892
SF
Drainage Area =
0.82
1-YR
Acres
Design Storm =
10
storm
Surface
Acres
C-Value ("
GRASSY
0.64
0.2
IMPERVIOUS
0.18
0.95
Total 'A'
0.82
Weighted 'C'
0.364
Intensiiy'i ' I3)
7.1
Q. = CiA
2.13
Cfs
Q from DA-47 Drainage Area =
73,290
SF
Drainage Area =
1 1.68
Acres
Design Stone =
10
-YR storm
Surface
Acres
C-Value (l,
GRASSY
1 1.46
0.2
IMPERVIOUS
1 0.22
0.95
Total A'
1.68
Weighted 'C'
0.298
Intensity 'i "0)
7.1
Qi = CiA
3.56
cfs
Revision Date: 3/21/2007
4 -15

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Q from DA48 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity's ' t')
Q=CiA
Q from OA-50 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 'i ' t'')
QI=CiA
Q from DA-52 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' (')
Q, = CiA
Q from DA-64
Q from DA-88
Q from DA-58
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity's
Q = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' (')
QI = CiA
Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity's"')
Q,=CiA
6,685
SF
Acres
-YR storm
C-Valuef"
0.2
0.15
10
Acres
0.11
0.04
0.95
0.15
7.1
0.395
cfs
0.43
12,044
SF
Acres
-YR stone
C-Value ",
0.2
0.28
10
Acres
0.28
0.00
0.95
0.28
7.1
0.200
cfs
0.39
160103
SF
Acres
-YR storm
C-Value ",
0.2
3.68
10
Acres
3.48
0.20
0.95
3.68
7.1
0.241
CfS
8.28
31,960
SF
Acres
-YR storm
C-Value ("
0.2
0.73
10
Acres
0.55
0.18
0.95
0.73
I 7.1
0.384
cis
2.00
166,535
SF
Acres
-YR storm
C-Value ",
0.2
3.82
10
Acres
3.40
0.42
0.95
3.82
7.1
0.282
cfs
7.67
23,095
SF
Acres
-YR storm
C- value
0.53
10
Acres
0.40
0.2
0.13
0.95
0.53
0.384
7.1
1.45 cfs
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual.
Q from DA49 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted
Intensity'i ' t')
Q,=CiA
Q from DA-51
13.939 SF
0.32 Acres
10 -YR storm
Acres C- value
«�
0.27 0.2
0.05 0.95
0.32
0.317
7.1
0,721 Cfs
Drainage Area = 44,701 SF
Drainage Area = 1.03 Acres
Design Storm = 10 1 -YR storm
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity 'i
Qi = CiA
Q from DA-53 Drainage Area =
53,869
SF
Drainage Area =
1.24
Acres
Design Storm =
10
-YR storm
Surface
Acres
C- value
GRASSY
1.18
0.2
IMPERVIOUS
0.06
0.95
Total 'A'
1.24
Weighted 'C'
0.236
Intensity'i ' r'1
7.1
QI = CiA
2.08
CIS
Q from DA-0
Drainage Area = 1 30,536 SF
Drainage Area = 1 0.70 Acres
Design Storm = 10 -YR storm_
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t')
Q;=CiA
Q tram DA47_ Drainage Area =
Drainage Area =
Design Storrs =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' (')
QI = CiA
55,474
SF
Acres
-YR stone
C- value
0.2
1.27
1 I
Acres
1.09
0.18
0.95
1.27
7.1
0.306
efs
2.77
Q from DA-59 Drainage Area = 133,496
SF
Drainage Area = 3.06
Acres
Design Storm = 10
-YR stone
Surface Acres
C- value rf�
GRASSY 2.86
0.2
IMPERVIOUS 0.20
0.95
Total A' 3.06
Weighted 'C'
0.249
Intensity'i ' t') 7.1
QI = CiA 5.42
CIS
Revision Date: 3/21/2007
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16 14 -115

RICE CREEK PLANTATION - PHASE 1
POND DRAINAGE AREAS
BOWMAN DESIGN and ENGINEERING
BSH
POND 1 SF
POND 1 AC
TRACT AREA
378,444
8.69
ROADS BUA
45,521
1.05
M/F BUILDINGS BUA
107,800
2.47
M/F
M/F DRIVEWAYS BUA
32,316
0.74
M/F SIDEWALKS BUA
2,306
0.05
TOTAL BUA
187,943
4.31
49.66%
49.66%
POND 2 SF
POND 2 AC
TRACT AREA
319,410
7.33
ROADS BUA
37,654
0.86
M/F BUILDINGS BUA
156,200
3.59
M/F DRIVEWAYS BUA
39,564
0.91
M/F SIDEWALKS BUA
3,001
0.07
TOTAL BUA
236,419
5.43
% IMPERVIOUS
74.02%
74.02%
POND 3 SF
POND 3 AC
TRACT AREA
554,482
12.73
ROADS BUA
63,523
1.46
M/F BUILDINGS BUA
90,200
2.07
M/F DRIVEWAYS BUA
23,276
0.53
M/F SIDEWALKS BUA
1,740
0.04
TOTAL BUA
178,739
4.10
% IMPERVIOUS
32.24%
32.24%
POND 4 SF
POND 4 AC
TRACT AREA
486,629
11.17
ROADS BUA
55,012
1.26
M/F BUILDINGS BUA
147,400
3.38
M/F DRIVEWAYS BUA
36,936
0.85
M/F SIDEWALKS BUA
2,871
0.07
TOTAL BUA
242,219
5.56
% IMPERVIOUS
49.77%
49.77%
POND 5 SF
POND 5 AC
TRACT AREA
198,391
4.55
ROADS BUA
23,335
0.54
M/F BUILDINGS BUA
55,000
1.26
M/F DRIVEWAYS BUA
13,190
0.30
M/F SIDEWALKS BUA
1,088
0.02
TOTAL BUA
92,613
2.13
% IMPERVIOUS
46.68%
46.68%
Revision Date: 3/21/2007
i-1 0-c- -15

RICE CREEK PLANTATION - PHASE 1
POND DRAINAGE AREAS
BOWMAN DESIGN and ENGINEERING
BSH
POND 6 SF
POND 6 AC
TRACT AREA
121,564
2.79
ROADS BUA
18,077
0.41
M/F BUILDINGS BUA
24,200
0.56
M/F DRIVEWAYS BUA
7,338
0.17
M/F SIDEWALKS BUA
479
0.01
TOTAL BUA
50,094
1.15
% IMPERVIOUS
41.21 %
41.21 %
POND 7 SF
POND 7 AC
TRACT AREA
452,857
10.40
ROADS BUA
58,703
1.35
M/F BUILDINGS BUA
138,600
3.18
M/F DRIVEWAYS BUA
35,548
0.82
M/F SIDEWALKS BUA
2,740
0.06
TOTAL BUA
235,591
5.41
% IMPERVIOUS
52.02%
52.02%
POND 8 SF
POND 8 AC
TRACT AREA
324,110
7.44
ROADS BUA
39,094
0.90
M/F BUILDINGS BUA
94,600
2.17
M/F DRIVEWAYS BUA
24,981
0.57
M/F SIDEWALKS BUA
1,871
0.04
TOTAL BUA
160,546
3.69
% IMPERVIOUS
49.53%
49.53%
POND 9 SF
POND 9 AC
TRACT AREA
359,755
8.26
ROADS BUA
48,841
1.12
M/F BUILDINGS BUA
85,600
1.97
M/F DRIVEWAYS BUA
21,218
0.49
M/F SIDEWALKS BUA
1,696
0.04
TOTAL BUA
157,355
3.61
% IMPERVIOUS
43.74%
43.74%
POND 10 SF
POND 10 AC
TRACT AREA
332,430
7.63
ROADS BUA
34,482
0.79
M/F BUILDINGS BUA
99,400
2.28
M/F DRIVEWAYS BUA
24,327
0.56
M/F SIDEWALKS BUA
1,871
0.04
TOTAL BUA
160,080
3.67
% IMPERVIOUS
48.15%
48.15%
POND 11 SF
POND 11 AC
TRACT AREA
326,829
7.50
ROADS BUA
58,318
1.34
M/F BUILDINGS BUA
83,400
1.91
M/F DRIVEWAYS BUA
23,485
0.54
M/F SIDEWALKS BUA
1,740
0.04
TOTAL BUA
166,943
3.83
% IMPERVIOUS
51.08%
51.08%
Revision Date: 3/25/2007

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 1
Drainage Area (DA) =
I 378,444
sf or 8.69 ac
Impervious Area (IA )=
I 187,943
sf 4.31 ac
Percent Impervious I IA/DA 0.497 or 49.7%
SAiDA,- 85% TSS Pond Depth = 0 0.0208 or 2.08%
(vegetative filter re 'd
Min. re 'd SA PP SA/DA x DA 7,883 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.497
`Volume = 1 in x 1 ft! 12 in` x Rv x DA 15,672.58 cf
SA provided @ PP Oval Pond Elev = 23 1 8,413 sf
Enough SAprovided? YES
Min. storage depth re 'd Min. storage volume I SA provided @ PP 1.86 ft
Storage depth set at 2 ft
Elevation of temporary ool 25 ft
SA @ Temporary ool
11,107
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth
I 19,560
cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.091 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.036 cfs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2gh) )
2.71 in
Required Area for Q-5
A = Q/(C x (2gh) )
1.08 in
Orifice Choosen
1.50 in
CHECK
Area Provided by Orifice Choosen
A = x
1.77 in
Area Provided by Orifice Choosen
0.012 ft
The Average head
h = 1/2(Temporary Pool depth -1/2 orifice diameter
11.625 in
The Average head
0.969 ft
Q provided
Q = Ca(2gh)
0.058 cfs OK
Revision Date: 3/21/2007
l r o-P '15

RICE CREEK PLANTATION - PHASE 1 BOWMAN DESIGN and ENGINEERING
POND 1 VS. FOREBAY BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
I SURFACE
I AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
17
1145
1493
1493
18
1841
2240
3733
19
2639
3089
6822
20
3538
4034
10856
21
4530
5366
16221
22
6201
7307
23528
23
8413
9107
32635
24
9800
10454
43088
25
11107
STORAGE VOLUME BETWEEN PP & TP =19560
18% OF PERMANENT POOL VOLUME = 4236
22% OF PERMANENT POOL VOLUME = 5176
4942 CF = 21.0% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
(FT MSL
SURFACE
AREA (SF)
INCREMENTAL
VOLUME (CF)
ACCUMULATIVE
VOLUME CF
17
263
334
334
18
405
491
825
19
576
677
1501
20
777
892
2393
21
1007
1137
3530
22
1267
1412
4942
23
1556
PERM. POOL VOL.
TEMP. POOL VOL.
,An 4 -1J

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 2
Drainage Area (DA) =
1 319,410
sf or 7.33 ac
Impervious Area (IA )=
1 236,419
sf 5.43 ac
Percent Impervious I IA/DA 0.740 or 74.0%
SAIDA, 85% T SS Pond Depth = 6.5 0.0258 or 2.58%
(vegetative filter re 'd
Min. re 'd SA @ PP SA/DA x DA 8,242 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.716
Volume = 1 in x 1 ft / 12 in x Rv x DA 19,062.30 cf
SA provided @ PP Oval Pond Elev = 23 8,716 sf
Enough SAprovided? YES
Min. storage depth re 'd Min. storage volume / SA provided @ PP 2.19 ft
Storage depth set at 2 ft
Elevation of temporary ool 25 ft
SA Q Temporary ool
11,480
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth
20,251
cf OK
Outlet Sizin
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.110 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days).
0.044 ofs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2 h) )
3.30 in
Required Area for Q-5
A = Q/(C x (2gh) )
1.32 in
Orifice Choosen
2.00 in
CHECK
Area Provided by Orifice Choosen
A = 7cr2
3.14 in
Area Provided by Orifice Choosen
0.022 ft
The Average head
h = 1/2(Temporary Pool depth - 1/2 orifice diameter
11.5 in
The Average head
0.958 ft
Q pwided
Q = Ca(2gh)
0.103 cfs OK
Revision Date: 3/23/2007

RICE CREEK PLANTATION - PHASE 1
POND 2 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF'
ACCUMULATIVE
VOLUUME CqEL
16.5
612
392
392
17
956
1338
1730
18
1719
2151
3881
19
2583
3065
6946
20
3547
4076
11022
21
4605
5492
16513
22
6378
7547
24060
23
8716
9435
33495
24
10153
10817
44311
25
i 1480
STORAGE VOLUME BETWEEN PP & TP = 20251
18% OF PERMANENT POOL VOLUME = 4331
22% OF PERMANENT POOL VOLUME = 6293
4780 CF =19.9% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
JACCUMULATIVE
VOLUME CF
16.5
114
74
74
17
182
261
335
18
339
432
767
19
525
632
1399
20
739
861
2259
21
982
1118
3377
22
1 1263
1403
I 4780
23
1 1553
PERM. POOL VOL.
TEMP. POOL VOL.
as "�- -15

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 3
Drainage Area (DA) =
554,482
sf or 12.73 ac
Impervious Area (IA )=
178,739
sf 4.10 ac
Percent Impervious I IA/DA 0.322 or 32.2%
Sk'DA; 85%6 T SS Pond Depth = 8 i 0.01371' or 1.37%
(vegetative filter re 'd
Min. re'd SA Q PP SA/DA x DA 7,580 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.340
Volume = 1 in x 1 ft / 12 in x Rv x DA 15,715.77 cf.
SA provided @ PP Oval Pond Elev = 23 10,408 1 sf
Enough SAprovided? YES
Min. storage depth re 'd Min. storage volume / SA provided @ PP 1.51 ft
Storage depth set at 2 ft
Elevation of temporary ool 25 ft
SA @ Temporary ool
13,423
sf
Storage volume provided Average of SA @ temp. pool & PP x storage de
I 23,893
cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.091 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.036 cfs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2gh) )
2.72 in
Required Area for Q-5
A= Q/ C x 2 h
1.09 in
Orifice Choosen
I
1.50 in
CHECK
Area Provided by Orifice Choosen
A = nr2
1.77 in
Area Provided by Orifice Choosen
0.012 ft
The Average head
h = 1/2(remporary Pool depth - 1/2 orifice diameter
11.625 in
The Average head
0.969 ft
Q provided
Q = Ca 2 h
0.058 cfs OK
Revision Date: 3/27/2007
�3 0� '15

RICE CREEK PLANTATION - PHASE 1
POND 3 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT IviSL
SURFACE
AREA SF'
INCREMENTAL
VOLUME(CD
ACCUMULATIVE
VOLUME CF
17
1683
2132
2132
18
2580
3079
5210
19
3577
4126
9336
20
4674
5270
14605
21
5865
6851
21456
22
7837
9123
30579
23
10408
11193
41771
24
11977
12700
54471
25
13423
STORAGE VOLUME BETWEEN PP & TP = 23893
18% OF PERMANENT POOL VOLUME = 5504
22% OF PERMANENT POOL VOLUME = 6727
6110 CF = 20.0% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT _Ms
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
17
320
415
415
.18
509
618
1033
19
727
850
1883
20
973
1111
2993
21
1248
1400
4393
22
1551
1717
6110
23
1883 1
-
PERM. POOL VOL.
TEMP. POOL VOL.
'Aq 0-c— 15

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 4
Drainage Area DA =
I 486,629
sf or 11.17 ac
Impervious Area (IA )=
I 242,219
sf 5.56 ac
Percent Impervious / IA/DA 0.498 or 49.8%
SAIDA; 85% TSS Pond Depth = 6.5 0.01791 or 1.79%
(vegetative filter re 'd
Min. re'd SA @ PP SA/DA x DA 8,716 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.498
Volume = 1 in x 1 ft / 12 in x Rv x DA 20,194.05 cf
SA provided 9, PP Oval Pond Elev = 20 1 12,288 sf
Enough SA rovided? YES
Min. storage de th reV Min. storage volume / SA provided @ PP 1.64 ft
Storage depth set at 2 ft
Elevation of temporaty pool 22 ft
SA @ Temporary ool
15,560
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth
I 27,917
cf OK
Outlet Sizin
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.117 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.047 cfs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2gh) )
3.50 in
Required Area for Q-5
A= Q/ C x 2 h
1.40 in
Orifice Choosen
2.001 in
CHECK
Area Provided by Orifice Choosen
A = 7tr2
3.14 in
Area Provided by Orifice Choosen
0.022 ft
The Average head
h = 1/2(Temporary Pool depth - 1/2 orifice diameter
11.5 in
The Average head
0.958 ft
Q provided
Q = Ca(2gh)
0.103 cfs OK
Revision Date: 3/24/2007
A5 J- -1,5

RICE CREEK PLANTATION - PHASE 1
POND 4 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME C:F
JACCUMULATIVE
VOLUME CF
13.5
2100
1170
1170
14
2578
3094
4263
15
3609
4175
8438
16
4741
5357
13795
17
5973
6636
20431
18
7299
8388
28819
19
9476
10882
39701
20
12288
13141
52841
21
13993
14777
67618
22
15560
STORAGE VOLUME BETWEEN PP & TP = 27917
18% OF PERMANENT POOL VOLUME = 7146
22% OF PERMANENT POOL VOLUME = 8734
7913 CF = 19.9% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
13.5
388
219
219
14
488
599
818
15
709
834
1652
16
959
1098
2750
17
1237
1391
4140
18
1544
1712
5852
19
1879
2062
7913
20
2244
PERM. POOL VOL.
TEMP. POOL VOL.
A 6 0-f- -)5

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 5
Drainage Area (DA) =
1 198,391
Isf or 4.55 ac
Impervious Area (IA )=
I 92,613
sf 2.13 ac
Percent Impervious I IA/DA 0.467 or 46.7%
SAIDA; 85% TSS Pond Depth = 6 0.0193 or 1.93%
(vegetative filter re 'd
Min. re 'd SA @ PP SA/DA x DA 3,837 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.470
Volume = I in x 1 ft / ! 2 in x Rv x DA 7,772.60 cf
SA provided @ PP Oval Pond Elev = 19 1 7,154 sf
Enough SAprovided? YES
Min. storage depth re'd Min. storage volume / SA provided @ PP 1.09 ft
Storage depth set at 1 2 ft
Elevation of temporary ool 21 ft
SA M Temporary ool
I 9,662
sf
Storage volume provided Average of SA @ temp. pool & PP x storage de h
I 16,863
cf OK
Outlet Sizinsa
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.045 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.018 cfs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x 2 h) )
1.35 in
Required Area for Q-5
A = Q/(C x (2gh) )
0.54 in
Orifice Chooser
I
1.00 in
CHECK
Area Provided by Orifice Choosen
A = 7Er2
0.79 in
Area Provided by Orifice Choosen
0.005
The Average head
h = 112(Temporary Pool depth - 1/2 orifice diameter
11.75 in
The Average head
0.979 ft
Q provided
Q = Ca(2gh)
0.026 cfs OK
Revision Date: 3/21/2007
�1 o-F -15

RICE CREEK PLANTATION - PHASE 1
POND 5 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
JACCUMULATIVE
VOLUME CF
13
370
684
684
14
998
1363
2047
15
1728
2143
4190
16
2557
3020
7209
17
3482
4267
11476
18
5052
6103
17679
19
7154
7805
25384
20
8455
9059
34442
21
9662
STORAGE VOLUME BETWEEN PP & TP = 16863
18% OF PERMANENT POOL VOLUME = 3164
22% OF PERMANENT POOL VOLUME = 3867
3482 CF = 19.8% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
JACCUMULATIVE
VOLUME LCFI
13
74
137
137
14
199
276
413
15
353
444
857
16
535
641
1497
17
746
866
2363
18
985
1119
3482
19
1253
PERM. POOL VOL.
TEMP. POOL VOL.
A o-p -6

RICE CREEL( PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 6
Drainage Area (DA) =
I 121,564
sf or 2.79 ac
Impervious Area (IA )=
I 50,094
sf 1.15 ac
Percent Impervious I IA/DA 0.412 or 41.2%
SAIE)A, 86% TSS Pond Depth = 4 1 0.02681 or 2.68%
(vegetative filter re 'd
Min. re'd SA @ PP SA/DA x DA 3,263 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.421
Volume = 1 in x i it i 12 in) x Rv x DA 4,263.57 cf
SA provided @ PP Oval Pond Elev = 24 1 5,502 sf
Enough SAprovided? YES
Min. storage depth re'd Min. storage volume / SA provided @ PP 0.77 ft
Storage depth set at I lift
Elevation of temporary ool 25 ft
SA @ Temporaty pool
I 6,690
sf
Storage volume provided Average of SA Q temp. pool & PP x storage depth
1 6,096
1 cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. 12 days)
0.025 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.010 cfs
Height
h 1/2 Min. Storage Depth)
0.50 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2 h
1.04 in
Required Area for Q-5
A = Q/(C x 2 h) )
0.42 in
Orifice Choosen
I
1.00 in
CHECK
Area Provided by Onfice Choosen
A = 7cr2
0.79 in
Area Provided by Orifice Choosen
0.005 ft
The Average head
h = 1/2 em ore Pool depth - 1/2 orifice diameter
5.75 in
The Average head
0.479 ft
Q provided
Q = Ca(2 h)
0.018 cfs OK
Revision Date: 3/21/2007
A� 0-- -15

RICE CREEK PLANTATION - PHASE 1
POND 6 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
I SURFACE
AREA SF
JINCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
20
664
1019
1019
21
1374
1778
2797
22
2182
2886
6683
23
3589
4546
10228
24
5502
6096
16324
25
6690
7240
23564
26
7790
STORAGE VOLUME BETWEEN PP & TP = 6096
18% OF PERMANENT POOL VOLUME = 1841
22% OF PERMANENT POOL VOLUME = 2250
1946 CF = 19.0% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME JgFL
20
118
198
198
21
278
372
570
22
465
573
1143
23
681
803
1946
24
925
PERM. POOL VOL.
TEMP. POOL VOL.
3o of- 1J`

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 7
Drainage Area (DA) =
I 452,857
sf or 10.40 ac
Impervious Area (IA )=
235,6911
sf 5.41 ac
Percent Impervious 1 IA/DA 0.520 or 52.0%
SAIDA; 85% TSS Pond 'Depth = 6 I 0.02201 or 2.20%
(vegetative filter re 'd
Min. reV SA @ PP SA/DA x DA 9,968 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.518
Volume = i in x 1 it / i2 it-1) x Rv x DA 19,556.23 cf
SA provided @ PP Oval Pond Elev = 23 1 10,534 sf
Enough SAprovided? YES
Min. storage depth re'd Min. storage volume / SA provided @ PP 1.86 It
Storage depth set at 2 ft
Elevation of temporary ool 25 ft
SA @ Temporary ool
13,604
sf
Storage volume provided Average of SA @ temp. pool & PP x storage de t
I 24,200
cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.113 cis
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.045 cis
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/ C x 2 h '
3.38 in
Required Area for Q-5
A = Q/(C x (2 h) )
1.35 in
Orifice Choosen
I
2.00 in
CHECK
Area Provided by Orifice Choosen
A = 7cr2
3.14 in
Area Provided by Orifice Choosen
0.022 ft
The Average head
h = 1/2(Temporary Pool depth -1/2 orifice diameter
11.5 in
The Average head
0.958 ft
Q provided
Q = Ca 2 h
0.103 cfs OK
Revision Date: 3/21/2007
31 04 -15

RICE CREEK PLANTATION - PHASE 1
POND 7 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
17
1696
2148
2148
18
2600
3103
5251
19
3606
4160
9411
20
4713
5317
14728
21
5921
6924
21651
22
7926
9230
30881
23
10534
11333
42214
24
12131
12868
65081
25
13604
STORAGE VOLUME BETWEEN PP & TP = 24200
18% OF PERMANENT POOL VOLUME = 5569
22% OF PERMANENT POOL VOLUME = 6794
6280 CF = 20.3% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA (SF)
INCREMENTAL
VOLUME GF
ACCUMULATIVE
VOLUME CF
17
324
422
422
18
520
633
1055
19
746
874
1929
20
1001
1143
3072
21
1285
1441
4513
22
1597
1767
6280
23
1937
PERM. POOL VOL.
TEMP. POOL VOL.
3 a O-F -15

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 8
Drainage Area (DA) =
I 324,110
sf or 7.44 ac
Impervious Area (IA )=
I 160,546
sf 3.69 ac
Percent Impervious l IA/DA 0.495 or 49.5%
SAeDA; 85% TSS Pond Depth = 6 0.0208 or 2.U8%
(vegetative filter re 'd
Min. re 'd SA @ PP SA/DA x DA 6,731 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.496
`v'oiurne = i in x '1 ft 112 in x Rv x DA 13,391.41 cfr
SA provided @ PP Oval Pond Elev = 23 1 7,258 sf
Enough SAprovided? YES
Min. storage depth re'd Min. storage volume / SA provided Q PP 1.85 ft
Storage depth set at 2 ft
Elevation of temporary ool 25 ft
SA @ Temporary pool
9,817
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth I
17,123
cf OK
Outlet Sizine
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.077 cis
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.031 cis
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2gh) )
2.32 in
Required Area for Q-5
A = Q/(C x 2gh) )
0.93 in
Orifice Choosen
1.50 in
CHECK
Area Provided by Orifice Choosen
A = itr2
1.77 in
Area Provided by Orifice Choosen
0.012 fF-
The Average head
h = 1/2(Temporary Pool depth -1/2 orifice diameter
11.625 in
The Average head
0.969 ft
Q provided
Q = Ca(2 h)
0.058 cfs OK
Revision Date: 3/21/2007
330-c--15

RICE CREEK PLANTATION - PHASE 1
POND 8 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
JACCUMULATIVE
VOLUME CF
17
363
681
681
18
999
1368
2049
19
1737
2157
4206
20
2577
3047
7253
21
3517
4319
11572
22
5120
6189
17761
23
7258
7922
25682
24
8585
9201
34883
25
9817
STORAGE VOLUME BETWEEN PP & TP = 17123
18% OF PERMANENT POOL VOLUME = 3197
22% OF PERMANENT POOL VOLUME = 3907
3638 CF = 19.9% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME (CD
ACCUMULATIVE
VOLUME CF
17
65
130
130
18
195
275
405
19
355
450
855
20
544
653
1508
21
762
885
2393
22
1008
1145
3538
23
1282
PERM. POOL VOL.
TEMP. POOL VOL.
s4 0-c- -15

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
BOWMAN DESIGN and ENGINEERING
BSH
Pond 9
Drainage Area (DA) =
I 359,755
sf or 8.26 ac
Impervious Area (IA )=
I 157,355
sf 3.61 ac
Percent Impervious / IA/DA 0.437 or 43.7%
SAIDA; 85% T SS Pond Depth = 6 1 0.0179 or 1.79%
(vegetative filter re 'd
Min. 'd SA @ PP SA/DA x DA 6,429 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.444
Volume = 1 in x '1 ft / 12 in x Rv x DA 13,300.60 Gi
SA provided @ PP Oval Pond Elev = 24 1 10,792 sf
Enough SAprovided? YES
Min. storage depth re 'd Min. storage volume / SA provided @ PP 1.23 ft
Storage depth set at 2 ft
Elevation of temporary ool 26 ft
SA @ Temporary ool
13,9411
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth
I 24,835
cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.077 cfs
Q - 5 p4y drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.031 cfs
Height
h (1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x (2gh) )
2.30 in
Required Area for Q-5
A = Q/(C x 2gh) )
0.92 in
Orifice Choosen
1.501 in
CHECK
Area Provided by Orifice Choosen
A = 7rr2
1.77 in
Area Provided by Orifice Choosen
0.012
The Average head
h = 112(Temporary Pool depth - 1/2 orifice diameter
11.625 in
The Average head
0.969 ft
Q provided
Q = Ca(2 h)
0.058 cfs OK
Revision Date: 3/25/2007
3 5 o-� "15

RICE CREEK PLANTATION - PHASE 1
POND 9 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
TOTAL POND VOLUME at TEMPORARY POOL
ELEVATION
FT MSL
SURFACE
I AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
18
1190
1726
1726
19
2261
2807
4532
20
3352
3958
8490
21
4563
5221
13710
22
5878
6949
20659
23
8019
9406
30064
24
10792
11630
41694
25
12468
13205
64899
26
13941
STORAGE VOLUME BETWEEN PP & TP = 24836
18% OF PERMANENT POOL VOLUME = 6412
22% OF PERMANENT POOL VOLUME = 6614
6214 CF = 20.7% OF PERMANENT POOL VOLUME
FOREBAY VOLUME at PERMANENT POOL
ELEVATION
FT MSL
SURFACE
AREA (SF)
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
19
415
563
563
20
710
874
1436
21
1037
1215
2651
22
1392
1584
4234
23
1775
1980
6214
24
2185
PERM, POOL VOL.
TEMP. POOL VOL.
36 cX- —15

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
Pond 10
BOWMAN DESIGN and ENGINEERING
BSH
Draina a Area (DA) =
1 332,430
sf or 7.63 ac
Impervious Area (IA )=
I 160 080
sf 3.67 ac
Percent Irn .n"is 1 [A/DA 0.482 or 48.2%
SAIDA; 85% TSS Pond Depth = 6 0.0201 or 2.01 %
(vegetative filter re 'd
Min. re 'd SA 0 PP SA/DA x DA 6,674 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.483
Volume = 1 in x 1 ft / 12 in x Rv x DA 13,391.13 cf
SA provided @ PP Oval Pond Elev = 20.5 1 6 975 sf
Enough SAprovided? YES
Min. storage depth r 'd Min. storage volume / SA provided @ PP 1.92 ft
Storage depth set at 2 ft
Elevation of temporafy pool 22.5 ft
SA @ Temporaty pool
I 9 476
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth I
16,502
cf OK
Outlet Sizina
Q - 2 dav drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.077 ofs
Q - 5 day draw -down time
Min. re 'd storage volume x 1 in. / 5 days)
0.031 cfs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q 2
A = Q/ C x 2 h 12
2.32 in
Required Area for 0-5
A = Q/ C x 2 h '2
0.93 in
Orifice Choosen
1.50 in
CHECK
Area Provided by Orifice Choosen
A = wx2
1.77 in2
Area Provided by Orifice Choosen
0.012 fe
The Average head
h = 1/2(Temporary Pool depth -1/2 orifice diameter
11.625 in
The Average head
0.969 ft
Q provided
Q = Ca 2 h V2
0.058 cfs OK
Revision Date: 3/28/2007

RICE CREEK PLANTATION - PHASE 1
POND 10 VS. FOREBAY
BOWMAN DESIGN and ENGINEERING
BSH
ELEVATION
FT MSL
SURFACE
AREA (SF)
INCREMENTAL
VOLUME CF
ACCUMULAT!VE
VOLUME CF
14.5
146
490
490
15.5
833
1198
1687
16.5
1562
1976
3663
17.5
2389
2849
6511
18.5
3308
4091
10602
19.5
4873
5924
16526
20.5
6975
7626
24151
21.5
8276
8876
33027
22.5
9476
STORAGE VOLUME BETWEEN PP & TP =16502
18% OF PERMANENT POOL VOLUME = 2975
22% OF PERMANENT POOL VOLUME = 3636
3362 CF = 20.3% OF PERMANENT POOL VOLUME
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
15.5
187
267
267
16.5
346
441
708
17.5
536
645
1352
18.5
753
876
2228
19.5
998
1135
3362
20.5
1271
PERM. POOL VOL.
TEMP. POOL VOL.
3S &�- '15

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
Pond 11
BOWMAN DESIGN and ENGINEERING
BSH
Drainage Area (DA) =
I 326,829
sf or 7.50 ac
Impervious Area IA =
I 166 943
sf 3.83 ac
Percent Impervious (1) IA/DA 0.511 or 51.1 %
SAIDA; 85% TSS Pond Depth = 6.5 1 0.01851 or 1.85%
(vegetative filter re 'd
Min. re 'd SA 0 PP SA/DA x DA 6,059 sf
Min. req'd storage volume RV = 0.05 + (0.009 x 1) = 0.510
Volume = 1 in x 1 ft / 12 in x Rv x DA 13,882.51 cf
SA proidded @ PP Oval Pond Elev = 20.5 7,5111 sf
Enough SAprovided? YES
Min. storage depth re'd Min. storage volume / SA provided @ PP 1.85 ft
.Storage depth set at 2 ft
Elevation of temporary ool 22.5 ft
SA @ Temporaty pool
I 10,037
sf
.Storage volume provided Average of SA 0 temp. pool & PP x storage depth
17 593
cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.080 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 in. / 5 days)
0.032 cfs
Height
h 1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for 0-2
A = Q/ C x 2 h '
2.40 in
Required Area for 0-5
A = Q/ C x 2 h '"2
0.96 in
Orifice Choosen
1.50 1n
CHECK
Area Provided by Orifice Choosen
A = m2
1.77 in
Area Provided by Orifice Choosen
0.012 ft2
The Average head
h = 1/2(Temporary Pool depth -1/2 orifice diameter
11.625 in
The Average head
0.969 ft
Q provided
0 = Ca 2 h 1/2
0.058 cfs OK
Revision Date: 3/28/2007

BOWMAN DESIGN and ENGINEERING
BSH
RICE CREEK PLANTATION - PHASE 1
POND 11 VS. FOREBAY
ELEVATION
FT MSL
I SURFACE
AREA SF
INCREMENTAL
VOLUME CF
IACCUMULATIVE
VOLUME CF
14
442
1358
1358
15.5
1369
1733
3091
16.5
2097
2513
5604
17.5
2928
3391
8994
18.5
3853
4636
13630
19.5
5419
6465
20095
20.5
7511
8165
28260
21.5
8819
9428
37688
22.5
10037
STORAGE VOLUME BETWEEN PP & TP =17593
18% OF PERMANENT POOL VOLUME = 3617
22% OF PERMANENT POOL VOLUME = 4421
4402 CF = 21.9% OF PERMANENT POOL VOLUME
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
JACCUMULATIVE
VOLUME CqEL
14
140
355
355
15.5
333
408
762
16.5
482
576
1338
17.5
670
779
2117
18.5
888
1012
3129
19.5
1135
1273
4402
20.5
1411
PERM. POOL VOL.
TEMP. POOL VOL.
41 D O�-' 15

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 1 BSH
Q to DA-1 1
Drainage Area =
16,661 SF
Drainage Area =
0.38
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'I
Grass
0.07
0.2
Asphalt/Rooftop
0.31
0.95
Total A
0.38
Weighted 'C'
0.81
Intensity'i ' tag
7.1
Q; = CIA
219tcfs
Q to DA-1 2
Drainage Area =
1 16,382
SF
Drainage Area =
0.38
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'I
Grass
0.13
0.2
AsphaiVRooftop
0.25
0.85
Total A'
0.38
Weighted C'
0.698565499
Intensity's ' (')
7.1
Qi = CIA
i .87
CIS
Q to DA-1 3
Drainage Area =
40,043
SF
Drainage Area =
0.92
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value fy1
Grass
0.43
0.2
Asphalt/Rooftop
0.49
0.95
Total'A'
0.92
Weighted C'
0.60
Intensity's ' ('1
7.1
Qi = CIA
3.91
Cis
Q to DA-14
Drainage Area =
43,440
SF
Drainage Area =
1.00
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuel+l
Grass
0.66
1 0.2
Asphalt(Rooftop
0.34
0.95
Total A'
1.00
Weighted C'
0.45570442
Intensity'i ' (31
7.1
Qi = CIA
323
cis
.:.,r
w w w.r � u
Drainage Area =
54,036
SF
Drainage Area =
1.24
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value I+1
Grass
0.59
0.2
AsphalURooftop
0.65
0.95
Total A'
1.24
Weighted C'
0.59
Intensity'i ' ('1
7.1
Q, = CIA
522
cis
Q to DA-1.6
Drainage Area =
25,394
SF
Drainage Area =
0.58
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value "1
Grass
0.19
0.2
Asphalt/Rooftop
0.39
0.95
Tote! A'
0.58
Weighted 'C'
0,701744507
Intensity'i ' (s)
7.1
q = CIA
2.40
cis
Revision Date: 3/=3QO07
y

RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 1
BOWMAN DESIGN and ENGINEERING
BSH
Q to DA-1 7
Drainage Area =
37,107 SF
Drainage Area =
0.85 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-valuelrl
Grass
0.47 0.2
Asphalt/Rooftop
0.38 0.95
Total A'
0.85
Weighted 'C'
0.55
Intensity '1 ' rat
7.1
Q; = CiA
3.23 cis
Q to DA-1 s
Drainage Area =
20,285 SF
Drainage Area =
0.47 1 Acres
Design Storm
1 10 -YR storm
Surface
Acres c-Value t'1
Grass
0.16 0.2
Asphalt/Rooftop
0.31 0.95
Total A'
0.47
Weighted 'C'
0.699270397
Intensity'i ' r'r
7.1
Qi = CiA
2.31 cfs
w to DA-1 9
Drainage Area =
1 41,099 SF
Drainage Area =
0.94 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Value nl
Grass
0.47 0.2
Asphalt/Rooftop
0.47 0.95
Total A'
0.94
Weighted 'C'
0.57
Intensity'/ ' (sl
7.1
Qi = CiA
3 64 cfs
Q to DA4 10
Drainage Area =
38181 SF
Drainage Area =
0.83 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Value r+1
Grass
0.33 0.2
Asphalt/Rooftop
0.50 0.95
Total A'
0.83
Weighted 'C'
0.661729764
Intensity'i ' r'r
7.1
Q; = CiA
3.84 cfs
tom ' 11
Drainage Area =
31,008 SF
Drainage Area =
0.71 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Valueltl
Grass
0.49 0.2
AsphaltiRooftop
0.22 0.95
Total'A'
0.71
Weighted 'C'
0.43
Intensity'i
7.1
Q; = CiA
2.18 cfs
Revision Date: 3232007
It A 0-� -15

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Li O'� -15

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 2 BSH
Q to DA-21
Drainage Area =
1 50,275 SF
Drainage Area =
1.15
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (l)
AsphalVRooftop
0.61
0.95
Grap.a
0.54
0.2
Total A'
1.15
Weighted 'C'
0.60
Intensity 'i ' tat
7.1
Qc = CiA
4.89
cis
Q to DA-2.2
Drainage Area =
43180
SF
Drainage Area =
0.99
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value rfl
AsphalVRooftop
0.63
0.95
Grass
0.38
0.2
Total A'
0.99
Weighted 'C'
0.676658175
Intensity 'i ' cat
7.1
Qi = CiA
4.78
cis
Q to DA-2 3
Drainage Area =
38,678
1 SF
Drainage Area =
0.89
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value rfi
AsphalVRoottop
0.49
0.95
Grass
0.40
0.2
Total A'
0.89
Weighted 'C'
0.61
Intensity's ' c3)
7.1
Q; = CiA
387
cts
Q to DA-2 4
Drainage Area =
19,989
SF
Drainage Area =
0.46
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuerf!
AsphalVRooftop
0.32
0.95
Grass
0.14
0.2
Total A'
0.46
Weighted 'C'
0.723007854
Intensity's ' c3t
7.1
Qi = CiA
F 2.38
cis
Drainage Area =
32,532
SF
Drainage Area =
0.75
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value rfl
AsphalVRooitop
0.28 1
0.95
Grass
0.49
0.2
Total A'
0.75
Weighted 'C'
0.48
Intensity's ' c3t
7.1
Qi = CiA
2.45
cis
Revision Date: 3/232007
yy o� �5

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 2 BSH
Q to DA-2.6
Drainage Area =
66,856 SF
Drainage Area =
1.31
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value r'i
AsphaltlRooftop
0.58
0.95
Grass
0.73
0.2
Total A'
1.31
Weighted 'C'
0.53
Intensity'i ' i:ii
7.1
Q; = CiA
4 94
cfs
Q to DA-2 7
Drainage Area =
13,546
SF
Drainage Area =
0.31
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value()
Asphalt/Rooftop
0.28
0.95
Grass
0.03
0.2
Total A'
0.31
Weighted C'
0.88
Intensity'i ' i'i
7.1
Qi = CiA
1.93
cfs
Q to DA-2 8
Drainage Area =
20,051
1 SF
Drainage Area =
0.46
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value ra
Asphalt/Rooftop
0.17
0.95
Grass
0.29
0.2
Total A'
0.46
Weighted 'C'
0.476988679
Intensity's ' i'1
7.1
Q; = CiA
1 56
ofs
Q to DA-2 9
Drainage Area =
26,073
SF
Drainage Area =
0.60
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuer"
Asphaftfflw op
0.17
0.95
Grass
0.43
0.2
Total A
0.60
Weighted 'C'
0.41
Intensity'i ' i'i
7.1
Qi = CiA
1 78
cis
Revision Date: 31=007

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y

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 3 BSH
Q to DA-31
Drainage Area =
30,751 1 SF
Drainage Area =
0.71
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value m
Asphalt/Rooftop
0.27
1 0.95
Grass
0.44
1 0.2
Total A'
0.71
Weighted 'C'
0.49
Intensity'i
7.1
Qi = CiA
244
cis
Q to DA-3.2
Drainage Area =
31,393
SF
Drainage Area =
o. i1
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value r'r
Asphalt/Rooftop
0.30
0.95
Grass
0.42
0.2
Total A'
0.72
Weighted 'C'
0.512203357
Intensity'i
7.1
Q, = CiA
2.62
cis
Q W DA-3.3
Drainage Area =
30,574
SF
Drainage Area =
0.70
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value rr)
AsphaltlRooftop
0.38
1 0.95
Grass
0.32
1 0.2
Total A'
0.70
Weighted'C'
0.61
Intensity'i'r'i
7.1
[CIS
Qi = CiA
302
Q to DA-3A
Drainage Area =
32,048
SF
Drainage Area =
0.74
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valued!
Asphalt/Rooftop
0.29
0.95
Grass
0.45
0.2
Total A'
0.74
Weighted 'C'
0.495628432
Intensity'i ' i'i
7.1
Q; = CiA
2.59
cis
Q `« D" if
Drainage Area =
39.584
SF
Drainage Area =
0.91
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value()
Asphalt/Rooftop
0.58
0.95
Grass
0.33
0.2
Total A'
0.91
Weighted 'C'
0.68
Intensity'i
7.1
Q; = CiA
4.38
cis
Q to DA-3.6
Drainage Area =
44 888
SF
Drainage Area =
1.03
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value rr)
Asphalt/Rooftop
0.57
0.05
Grass
0.46
0.2
Total A'
1.03
Weighted 'C'
0.B14852522
Intensity'i ' 1'i
7.1
Q, = CiA
4.50
cfs
Revision Data: 312320( 7

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 3 BSH
Q to DA-3 7
Drainage Area =
17,130 SF
Drainage Area =
0.39
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value "1
Asphalt/Rooftop
0.26
0.95
Grass
0.13
0.2
Total A'
0.39
1
Weighted 'C'
0.70
Intensi y'i ' r3i
7.1
Q; = CIA
b °4
cfs
Q to DA-3 B
Drainage Area =
10,986
SF
Drainage Area =
0.25
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value t+l
AsphalURooftop
0.16
0.95
Grass
0.09
0.2
Total A'
0.26
Weighted 'C'
0.675805571
Intensity 'i ' r'r
7.7
Q; = CIA
1.21
cis
Q t3 DA-3-2
Drainage Area =
34,912
SF
Drainage Area =
0.80
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuelri
AsphalURooftop
0.38
0.95
Grass
0.42
0.2
Total A'
0.80
Weighted C'
0.56
Intensity's ' 131
7.1
Q; = CIA
3.16
cis
Q to DA-3 i c
Drainage Area =
40,737
SF
Drainage Area =
0.94
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuelrl
AsphalURooftop
0.38
0.95
Grass
0.56
0.2
Total A'
0.94
Weighted 'C'
0.504749982
Intensity's ' r3r
7.1
Q; = CiA
3.35
cfs
3 Q '^ DA 4'
�e w vm.
Drainage Area =
33,001
SF
Drainage Area =
0.77
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuet'l
Asphalt/Rooftop
0.45 1
0.95
Grass
0.32 1
0.2
Total A'
0.77
Weighted C'
0.64
Intensity'i ' 131
7.1
Q; = CIA
349
cis
Q to OA4.12
Drainage Area =
18,660
SF
Drainage Area =
0.43
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'l
AsphalURooftop
0.30 1
0.95
Grass
0.13
0.2
Total A'
0.43
Weighted 'C'
0.72524 1158
intensity'i
7.1
Q; = CIA
2.21 ,cis
RWafon Date: 3/23/2007

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 3 BSH
0 to DA-313
Drainage Area =
F--37-,8-9e--j SF
Drainage Area =
1 0.87
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuelfl
Asphalt/Rooftop
0.31
0.95
Grass
0.56
0.2
Total A'
0.87
Weighted'C'
0.41
Intensity'i ' c3)
7.1
Oi = CIA
2 89
cis
0 to DA-314
Drainage Area =
21,391
SF
Drainage Area =
0.49
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valued
Asphalt/Rooftop
0.17
0.95
Grass
0.32
0.2
Total A'
0.49
Weighted 'C'
0.459837231
Intensity'i ' 131
7.1
4 = CiA
140
cfs
0 to wA 315
Drainage Area =
17,650
SF
Drainage Area =
0.41
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value l"
Asphalt/Rooftop
0.32
0.95
Grass
0.09
0.2
Total A'
0.41
Weighted 'C'
0.79
Intensity's ' i''i
7.1
Qi = CiA
2 28
cfs
0 to DA-318
Drainage Area =
23,749
SF
Drainage Area =
0.55
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuelll
Asphalt/Rooftop
0.18
0.95
Grass
0.39
0.2
Total A'
0.66
Weighted 'C'
0.420101699
Intensity'i ' 131
7.1
Qi = CiA
1.83
cis
,7
Drainage P.wa =
33,792
SF
Drainage Area =
0.78
Acres
Deslgn Storm
1 10
-YR storm
Surface
Acres C-Value 1'l
Asphalt/Rooftop
0.44
0.95
Grass
0.34
0.2
Total A'
0.78
Weighted 'C'
0.B3
Intensity'i ' 131
7.1
Qi = CiA
3.44
cfs
0 to DA-3.18
Drainage Area =
30,243
SF
Drainage Area =
0.69
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value(')
Asphalt/Rooftop
0.30
0.95
Grass
0.39
0.2
Total A'
0.69
Weighted C'
0.524074993
Intensity'i iai
7.1
Qi = CiA
2.58
cfs
u Revision Date: 3/23/2007
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5 0 o-F "15

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 4 BSH
Q to DA-41
Drainage Area =
I 36,856 SF
Drainage Area =
0.84
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value
AsphaltlRooftop
0.35
0.95
Grass
0.49
0.2
Total A'
0.84
Weighted 'C'
0.51
Intensity'i ' 131
7.1
Q; = CIA
3.08
Cis
Q to DA-4.2
Drainage Area =
39,322
SF
Drainage Area =
0.90
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuer'/
AsphalURooftop
0.51
0.95
Grass
0.39
0.2
Total A'
0.90
Weighted 'C'
0.623724833
Intensity'i
7.1
Qi = CIA
4.00
CIS
-toDAA.
Drainage Area =
24,297
SF
Drainage Area =
0.56
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value rn
AsphaiVRoottop
0.32
0.95
Grass
0.24
0.2
Total A'
0.56
Weighted 'C'
0.63
Intensity'i ' r')
71
Q; = CIA
2.50
cis
Q to DA A
Drainage Area =
1 33,866 1
SF
Drainage Area =
0.78
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-valuer�l
Asphalt/Rooftop
0.43
0.95
Grass
0.35
0.2
Total A'
0.78
Weighted C'
0.614814288
Intensity's ' (a)
7.1
Qi = CIA
3.39
cis
:; ...w.r
Q 10 un u
Drainage Area =
98,729
SF
Drainage Area =
0.38
Acres
Design Storm
1 10
-YR storm
Surface
Apes C-Valued/
Asphalt/Rooftop
0.29 0.95
Grass
0.09 0.2
Total A'
0.38
Weighted 'C'
0.77
Intensity's ' 13)
7.1
Revision Date: 3)24l2007

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 4 BSH
Q; = CiA
2.09 cis
Q to DA-4.6
Drainage Area =
12,231
SF
Drainage Area =
0.28
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuerli
Asphalt/Rooftop
0.25
0.95
Gress
0.03
0.2
Total A'
0.28
Weighed C'
0.887770419
Intensity 'i ' i'i
7.1
Q = CiA
1.73
cis
Q to DA-4.7
Drainage Area =
52.724
SF
Drainage Area =
1.21
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value 1'1
Asphalt/Rooftop
0.58
0.95
Grass
0.63
0.2
Total A'
1.21
Weighted C'
0.56
Intensity 'i ' la)
7.1
Q, = CfA
e.01
cis
Q to DA-4 S
Drainage Area =
40,570
SF
Drainage Area =
0.93
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value fr1
Asphalt/Rooftop
0.38
0.95
Grass
0.55
0.2
Total A'
0.93
Weighted C'
0.508004437
Intensity 'i ' 131
7.1
Qi = CiA
3.35
cis
Q to OA-4 9
Drainage Area =
15,941
SF
Drainage Area =
0.37
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuel�1
AsphalVRooftop
0.16
0.95
Grass
0.21
0.2
Total A'
0.37
Weighted 'C'
0.53
Intensity's ' iai
7.1
4 = CiA
I 101 Icis
Q to 0A-410
Drainage Area =
34,056
SF
Drainage Area =
0.78
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value i'1
Asphalt/Rooftop
0.43
0.95
Grass
0.35
0.2
Total A'
0.78
Weighted C'
0.6125
Intensity's ' �'i
7.1
Q; = CiA
3.40
cis
Revision Date: 3/2412007

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 4 BSH
Q to DA-411
Drainage Area =
1 35.114 SF
Drainage Area =
0.81
Acres
Design Storrs
1 10
-YR storm
Surface
Acres C-Valuel'l
AsphaIVRooftop
0.46
0.95
Grass
0.35
0.2
Total A'
0.81
Weighted 'C'
0.B3
Intensity'i ' m'm
7.1
Qm = CIA
4 rw.a
cis
Q to DA-4 12
Drainage Area =
21,707
SF
Drainage Area =
0.50
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value m
Asphalt/Rooftop
0.31
0.95
Grass
0.19
0.2
Total A'
0.50
Weighted 'C'
0.666563781
Intensity'i ' I3m
7.1
Qi = CIA
135
cis
Q to DA4.13
Drainage Area =
35,822
SF
Drainage Area =
0.82
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (')
AsphalURooftop
0.38
0.95
Grass
0.44
0.2
Total A'
0.82
Weighted C'
0.55
Intensity's ' m'm
7.1
Qm = CIA
3.19
cis
Q to OA-414
Drainage Area =
34.530
SF
Drainage Area =
0.79
Acres
Design Storrs
1 10
-YR storm
Surface
Acres C-Value r'l
AsphalURooftop
0.33
0.95
Grass
0.46
0.2
Total A'
0.79
Weighted C'
0.512224153
Intensity'i ' m'm
7.1
Q; = CIA
2.88
cis
yr DA4
Drainage A. ea =
20,530
SF
Urainage Area =
0.68
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuel'l
AsphalVRooftop
0.39
0.95
Grass
0.27
0.2
Total A'
0.66
Weighted C'
0.65
Intensity'i ' m'm
7.1
Qi = CIA
3A7
ofs
Revision Date: MM007
53 o4 15

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5y a 15

RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 5
BOWMAN DESIGN and ENGINEERING
BSH
Q to DA-5.1
Drainage Area =
1 57.682 SF
Drainage Area =
1.32 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Valuelll
AsphaIVRooftop
0.52 0.95
Grass
0.80 0.2
Total 'A'
1.32
Weightea 'C'
U.49
Intensity 7 ' i'1
7.1
Q, = CIA
4.85 ds
Q to DA-5.2
Drainage Area =
19,581 SF
Drainage Area =
0.45 Acres
Design Storm =
10 -YR storm
Surface
Acres C-ValueVl
AsphaWRooftop
0.27 0.95
Grass
0.18 0.2
Total A'
0.45
Weighted 'C'
O.BS0943203
Intensity'i ' 181
7.1
Q = CIA
Z.08 cis
Q to DA-5 3
Drainage Area =
19,785 SF
Drainage Area =
0.45 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Value tr!
AsphaIVRooftop
0.25 0.96
Grass
0.20 0.2
Total A'
0.45
Weighted 'C'
0.61
Intensty'i ' i'1
7.1
Qi = CiA
1 98 cis
0 to DA-5 4
Drainage Area =
7,923 SF
Drainage Area =
0.18 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Value tol
AsphaiVRooftop
0.11 0.95
Grass
0.07 0.2
Total A'
0.18
Weighted C'
0.65357819
Intensity 'i ' (al
7.1
Q; = CIA
0.84 cis
4 iw a 5.5
Drainage Area =
33,544 1 SF
Drainage Area =
0.77 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Valuelrl
AsphaiVRooftop
0.45 0.95
Grass
0.32 0.2
Total A'
0.77
Weighted 'C'
0.64
Intensity 7 ' i'i
7.1
Qi = CIA
3.49 cis
55 o�f, -15
Revision Date: 3124=07

RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 5
BOVMAN DESIGN and ENGINEERING
BSH
Q to DA-5 6 Drainage Area =
1 10,300
SF
Drainage Area =
0.24
Acres
Design Storm
1 10
-YR storm
Surface
Acres
C-Valuelrl
Asphalt/Rooftop
0.13
0.95
Grass
1 0.11
0.2
Total Al
0.24
Weighted C'
0.612339606
Intensity 'i ' tsi
7.1
Qi = CiA
1.03
cis
Q to DAS ? Drainage Area =
31,316
SF
Drainage Area =
0.72
Acres
Design Storm
1 10
-YR storm
Surface
Acres
C-Value f�1
Asphalt/Rooftop
0.39 0.95
Grass
0.33
0.2
Total A'
0.72
Weighted C'
0.61
Intensity'/
Qi = CiA
3.10
cis
Revision Date: 3242007

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RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 6
BOWMAN DESIGN and ENGINEERING
BSH
Q to DA-6.1 Drainage Area =
64,008
SF
Drainage Area =
1.47
Acres
Design Storm
1 10
-YR storm
Surface
Acres
C-Valuelfi
AsphaWRooftop
0.78
0.95
Grass
0.69
0.2
Total A'
1.47
Weighted C'
D.60
Intensity'i ' i'i
7.1
Qi = CIA
6.24
cis
Q to DA-6.2 Drainage Area =
28,912
SF
Drainage Area =
0.66
Acres
Design Star
1 10
-YR storm
Surface
Acres
C-Value r'l
AsphaiVRooftop
0.37 0.95
Grass
0.29
0.2
Total A'
0.66
Weighfed'C'
0.6180928_3.3__
Intensity 'i ' 131
7.1
Qi = CIA
2.91
ds
Revision Date: 324/2007
51 o-F -) 5

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RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 7
BOWMAN DESIGN and ENGINEERING
BSH
Q to DA-7 1
Drainage Area =
54,015 SF
Drainage Area =
1.24 Acres
Design Storrs
1 10 -YR storm
Surface
Acres C-Value rrl
AsphaIVRooftop
1 0.55 1 0.95
Grass
0.69 0.2
Total'A'
1.24
Weighted C'
0.53
Intensity 'i ' t')
7.1
Qi = CiA
4.89 cfs
Q to DA-7 2
Drainage Area =
34,043 SF
Drainage Area =
0.78 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Value r+l
Asphalt/Rooftop
0.46 0.95
Grass
0.32 0.2
Total A'
0.78
Weighted C'
0.641447581
Intensity's"')
7,1
Q; = CiA
3.58 cfs
Q to DA.,7-3
Drainage Area =
29,854 SF
Drainage Area =
0.69 Acres
Design Storrs
1 10 -YR storm
Surface
Acres C-Value rrl
AsphalURooftop
0.38 0.95
Grass
0.31 0.2
Total A'
0.69
Weighted 'C'
0.62
Intensity'i
Q; = CiA
3 00 ofs
Q to DA 7.4
Drainage Area =
36,418 SF
Drainage Area =
0.84 Acres
Design Storm
1 10 -YR storm
Surface
Acres C-Value m
Asphalt/Rooftop
0.35 1 0.95
Grass
0.49 0.2
Total A'
0.84
Weighted C'
0.513979351
Intensity'! ' t'1
71
Q; = CiA
3.06 cfs
7.5
Drainage Area =I
- ,1PQ ISF
v V
Drainage Area =
1 1.18 Acres
Design Storm =
10 -YR storm
Surface
Awes C-Valuer�1
Asphalt/Rooftop
0.74 0.95
Grass
0.44 0.2
Total A'
1.18
Weighted 'C'
0.67
Intensity'1' i'i
7.1
a=CiA
562 ds
6o o�- -)5
Revision Date: 3262007

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 7 BSH
Q to DA-7.6
Drainage Any =
1 44161 SF
Drainage Area =
1.01
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value i'i
Asphal (Rooftop
0.65
0.95
Grass
0.38
0.2
Total A'
1.01
Welghted 'C'
0.B8086547
Intensity'i ' 131
7.1
Q=CiA
4S
cfs
Q to DA 7.7
Drainage Area =
17.358
SF
Drainage Area =
0.40
Acres
Design Storrs
1 10
-YR storm
Surface
Acres C-Value
Asphalt/Rooftop
0.11
0.95
Grass
0.29
0.2
Total A'
0.40
Weighted 'C'
0.41
Intensity'! ' i31
Q=CiA
L±81s;
Q to DA-7 a
Drainage Area =
1 14,543
SF
Drainage Area =
0.33
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'i
Asphalt/Rooftop
0.24
0.95
Grass
0.09
0.2
Total A'
0.33
Weighted C'
0.739145981
Intensity'/ ' (3)
7.1
Q, = CiA
; ; 5
cis
Q t0 DA-7 9
Drainage Area =
25,228
SF
Drainage Area =
0.58
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value("
Asphalt/Rooftop
0.36
0.95
Grass
0.22
0.2
Total A'
0.58
Weighted C'
0.67
Intensity'i ' 131
7.1
Qr = CiA
2.74
cis
Drainage Area =
10,049
SF
Drainage Area =
0.23
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value
Asphalt/Rooftop
0.21
0.95
Grass
0.02
0.2
Total A'
0.23
Weighted 'C'
0.882724849
Intensity'i ' (3)
7.1
Q; = CiA
1.45
cfs
Revision Date: 3125=07

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 7 BSH
Q to DA-7 11
Drainage Area =
1 33,088 SF
Drainage Area =
0.76
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value nr
AsphaltlRooftop
0.43
0.95
Grass
0.33
0.2
Total'A'
0.76
Weighted 'C'
Intensity'i
7.1
Qi = CIA
3.37
c1s
Q to DA-712
Drainage Area =
24,648
SF
Drainage Area =
0.57
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'r
Asphalt/Rooftop
0.39
0.95
Grass
0.18
0.2
Total A'
0.57
Weighted C'
0.71693038
Intensity'i ' ('')
7.1
Q; = CIA
2.68
cfs
Q to %A47 13
Drainage Area
10,547
SF
Drainage Area =
0.24
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value r+r
Asphalt/Rooftop
0.04
0.95
Grass
0.20
0.2
Total A'
0.24
Weighted 'a
0.32
Intensity's ' 1'r
7.1
Qi = CIA
056
cfs
Q to 6A-7 14
Drainage Area =
45,504
SF
Drainage Area =
1.04
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuer'r
Asphalt/Rooftop
0.50
0.95
Grass
0.54
0.2
Total A'
1.04
Weighted 'C'
0.55897943
Intensity l ' 1a)
7.1
Qi = CIA
4.15
ofs
ReMaion Date: 3r26@007

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63a�- -1,,5

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 8 BSH
Q to MA-81
Drainage Area =
1 35.351 SF
Drainage Area =
0.81
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (')
Asphalt/Rooftop
0.46
0.95
Grass
0.35
0.2
Total A'
0.81
Weighted 'C'
0.63
Intensity'i ' �'�
7.1
Q, = CIA
3.60
cfs
Q to DA-8.2
Drainage Area =
33,668
SF
Drainage Area =
0.77
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value I'I
AsphaR/Rooftop
0.38
0.95
Grass
0.39
0.2
Total A'
0.77
Weighted 'C'
0.568735892
Intensity'i ' i''i
7.1
Qi = CIA
3.12
cfs
Q to DA-8 3
Drainage Area =
45,443
SF
Drainage Area =
1.04
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value m
AsphaiVRooftop
0.53
0.95
Grass
0.51
0.2
Total A'
1.04
Weighted 'C'
0.58
Intensity'i ' �'�
7.1
Qi = CIA
430
cfs
O to DA-f14
Drainage Area =
20,378
SF
Drainage Area =
0.47
Acres
Design Storrs
1 10
-YR storm
Surface
Acres C-Value(')
Asphalt/Rooftop
0.39
0.95
Grass
0.08
0.2
Total A'
0.47
Weighted 'C'
0.82524781 B
Intensity'i ' (3)
7.1
Qi = CIA
2.74
cis
Drainage Area =
17,575
SF
Drainage Area =
0.40
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value I'I
AsphalVRooftop
0.24
0.95
Grass
0.16
0.2
Total A'
0.40
Weighted 'C'
0.65
Intensity'i ' i't
7.1
Q = CIA
1.85
crs
Revision Date: 3/25/2007
6w o-F �5

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 8 BSH
Q to DA-8.6
Drainage Area =
21 678 SF
Drainage Area =
0.50
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Valuel}i
AsphatVRooftop
0.21
0.95
Grass
0.29
0.2
Total A'
0.50
Weighted 'C'
-
0.518482148
Intensity'i ' i'1
7.1
Q = CiA
1 S2
CIS
Q to DA-8 7
Drainage Area =
47,984
SF
Drainage Area =
1.10
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value()
Aspha[VRooftop
0.58
0.95
Grass
0.52
0.2
Total A
1.10
Weighted C'
0.59
Intensity 'i ' tsi
7.1
Q; = CiA
4.65
cfs
C to DA-8 a
Drainage Area =
41,515
SF
Drainage Area =
0.95
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (l)
Asphalt/Rooftop
0.47
0.95
Grass
0.48
0.2
Total A'
0.95
Weighted 'C'
0.569863905
Intensity'i ' (')
7.1
Qi = CiA
3 86
cfs
Q to DA-8.9
Drainage Area =
34.178
SF
Drainage Area =
0.78
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r�)
Asphalt(Rooftop
0.42
0.95
Grass
0.36
0.2
Total A'
0.78
Weighted C'
0.60
Intensity 'i ' t'i
7.1
Qi = CiA
3 35
cfs
Revision Date: 3252007
6 5 o-F '15

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I& o-� -15

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 9 BSH
Q to DA-91
Drainage Area =
1 19147 SF
Drainage Area =
0.44
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value i'i
Asphalt/Rooftop
0.22
0.95
Grass
0.22
0.2
Total A'
0.44
Weighted 'C'
0.58
Intensity'i ' fii
7.1
Qi = CIA
i LC
cfs
Q to DA-9 2
Drainage Area =
F-2-5-,6-37--1
SF
Drainage Area =
0.59
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value()
Asphalt/Rooftop
0.32
0.95
Grass
0.27
0.2
Total A'
0.59
Weighted 'C'
0.807785622
Intensity'i ' i'i
7.1
Q; = CIA
2.64
cis
Q to DA-9 3
Drainage Area =
32.621
SF
Drainage Area =
0.75
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value (+l
Asphalt/Rooftop
0.38
0.95
Grass
0.37
0.2
Total A'
0.76
Weighted C'
0.58
Intensity'i ' iyi
7.1
Qi = CIA
3 Q9
cis
Q to bA-9 4
Drainage Area =
8,674
SF
Drainage Area =
0.20
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value i'i
Asphalt/Rooftop
0.09
0.95
Grass
0.11
0.2
Total A'
0.20
Weighted 'C'
0,54293212
Intensity'i ' �'�
7.1
Qi = CIA
076
efs
Q w 0".5
Drainage Area =
30,203
SF
Drainage Area =
0.69
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value(T)
AsphaiVRooftop
0.01
0.95
Grass
0.68
0.2
Total A'
0.69
Weighted 'C'
0.21
Intensity'i ' ���
7.1
a = CIA
104
cfs
Q to D/-9 Q
Drainage Area =
12.953
SF
Drainage Area =
0.30
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'i
Asphalt/Rooftop
0.22
0.95
Grass
0.08
0.2
Total A'
0.30
Weighted 'C'
0.754883039
Intensity 'i ' r3)
7.1
Q; = CIA
1.59
cts
Revision Data: 325QGD7
6'1 0� 15

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 9 BSH
Q to DA-9.7
Drainage Area =
1 66,518 1 SF
Drainage Area =
1.50
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (l)
Asphalt/Rooftop
0.75
0.95
Grass
0.75
0.2
Total A'
1.50
Weighted 'C'
0.57
Intensity '/ ' 131
7.1
Q; = CiA
u.13
cis
Q to DA-9.8
Drainage Area =
30121
SF
Drainage Area =
0.69
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value l')
Asphalt/Rooftop
0.31
0.95
Grass
0.38
0.2
Total A'
0.69
Weighted C'
0.538233857
Intensity'! ' 131
7.1
Q; = CiA
2.63
Cis
Q to DA-9 9
Drainage Area =
46,102
SF
Drainage Area =
1.06
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuelll
Asphalt/Rooftop
0.50
0.95
Grass
0.56
0.2
Total A'
1.06
Weighted 'C'
0.55
Intensity'i ' ���
7.1
Qi = CiA
417
cis
O to C1A-91D
Drainage Area =
53,051
SF
Drainage Area =
1.22
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value rn
AsphalURooftop
0.51
0.95
Grass
0.71
0.2
Total A'
1.22
Weighted 'C'
0.51406948
Intensity'! ' i3)
7.1
Qi = CiA
446
cis
Q 0 6A.V
Drainage Area =
16,818
SF
Drainage Area =
0.39
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Valuefll
Asphalt/Rooftop
0.31
0.95
Grass
0.08
0.2
Total A'
0.39
Weighted C'
0.80
Intensity 'i ' 131
7.1
Q; = C!A
2 20
cfs
Revision Date: W5Q007
6 S o-C- -6

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RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 10
BOWMAN DESIGN and ENGINEERING
BSH
Q to DA-10.1
Drainage Area =
1 25,586
SF
Drainage Area =
0.59
Acres
Design Storm
1 10
-YR storm
Surface
Acres
C-Value()
Asphalt/Rooftop
0.38 0.95
Grass
0.21
0.2
Total A'
0.59
Weighted 'C
0.69
Intensity's ' cs)
7.1
Q. = CIA
2 86
cfa
Q to DA-10 2
Drainage Area =
32,737
SF
Drainage Area =
0.75
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value t'I
Asphalt/Rooftop
0.38 0.95
Grass
0.39
0.2
Total A'
0.75
Weighted 'C'
0.559283219
Intensity'i
7.1
Qi = CIA
2.98
ofs
Q to DA i0 3
Drainage Area =
40,120
SF
Drainage Area =
0.92
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value t'l
Asphalt/Rooftop
0.46 0.95
Grass
0.46
0.2
Total'A'
0.92
Weighted'C'
0.57
Intensity'i ' i''i
7.1
Q; = CIA
3.76
ofs
Q to [b4-1104
Drainage Area =
34,893
SF
Drainage Area =
0.80
Acres
Design Storm
1 10
-YR storm
Surface
Awes
C-Value t'1
Asphalt/Rooftop
0.49 0.95
Grass
0.31
0.2
Total A'
0.80
Weighted 'C'
0.658782584
Intensity'/ ' i31
7.1
Q, = CIA
3.75
cis
Q iu QA-10.6
Drainage Area =
29,298
SF
Drainage Area =
0.67
Acres
Design Storm
1 10
-YR storm
Surface
Awes
C-Value t'I
Asphah/Rooftop
0.31 0.95
Grass
0.36
0.2
Total A'
0.67
Weighted 'C'
0.55
Intensity'i
7.1
Qi = CIA
2.61
cis
Revision Date: 3/25/2007
"1 D o-F 15

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 10 BSH
Q to DA-10 6
Drainage Area =
1 26,255 SF
Drainage Area =
0.60
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value l'l
Asphalt/Rooftop
0.17
0.95
Grass
0.43
0.2
Total 'A'
0.60
_
Weighted 'C'
0.41153685
Intensity'i ' (s)
7.1
1:11s;
Q, = CiA
1.73
Q to DA-10 y
Drainage Area =
17,970
SF
Drainage Area
1 0.41
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value l'l
AsphaIVRooftop
0.27
0.95
Grass
0.14
0.2
Total A'
0.41
Weighted 'C'
0.69
Intensity'i "a)
7.1
Q; = CiA
2.02
cfs
Q to DA 10.8
Drainage Area =
11.571
SF
Drainage Area =
0.27
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value i'i
Asphalt/Rooftop
0.25
0.95
Grass
0.02
0.2
Total A'
0.27
Weighted 'C'
0.905859476
Intensity'/ ' ia!
7.1
Q; = CiA
1 71
cis
0 to DA-10.9
Drainage Area =
14,930
SF
Drainage Area =
0.34
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'I
AsphaiVRooftop
0.26
0.95
Grass
0.08
0.2
Total A'
0.34
Weighted 'C'
0.77
Intensity'i ' jai
7.1
1fs
Qi = CiA
187
Q w wit-i0. iii
Drainage Area =
72,458
SF
Drainage Area =
1.66
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value
Asphalt/Rooftop
0.73
0.95
Grass
0.93
0.2
Total A'
1.66
Weighted 'C'
0,52914378
Intensity'i ' i'1
7.1
Q = CiA
6.25
oft
Revision Date: 31=007

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RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 11 BSH
Q to DA-11.1
Drainage Area =
1 23,180 SF
Drainage Area =
0.53
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Veluelll
Asphalt/Rooftop
0.22
0.95
Grass
0.31
0.2
Total A'
0.53
Weighted 'C'
0.51
Intensity'i ' i'i
7.1
Qi = CiA
193
crs
Q to DA-11.2
Drainage Area =
25,742
SF
Drainage Area =
0.59
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value l"
Asphalt/Rooftop
0.28
0.95
Grass
0.31
0.2
Total A'
0.59
Weighted 'C'
0.555357004
Intensity 'i ' iyi
7.1
Qi = CiA
2.33
afs
Q t3 DA•1 1.3
Drainage Area =
20,221
SF
Drainage Area =
0.46
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value rtl
AsphalURooftop
0.29
1 0.95
Grass
0.17
0.2
Total A'
0.46
Weighted 'C'
0.67
Intensity's ' i'i
7.1
Qi = CiA
?.20
cfs
Q to DAB-11.4
Drainage Area =
12,683
SF
Drainage Area =
0.29
Acres
Design Storrs =
10
-YR storm
Surface
Acres C-Value ifs
Asphalt/Rooftop
0.23
0.95
Grass
0.06
0.2
Total A'
0.29
Weighted 'C'
0.792454487
Intensity 'I ' 131
7.1
Qi = CiA
1.64
Cis
4
Drainage Area _
12,739
SF
Drainage Area =
0.29
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value l"
Asphalt/Rooftop
0.12
0.95
Grass
0.17
0.2
Total A'
0.29
Weighted 'C'
0.51
Intensity's ' ta)
7.1
Qi = CiA
1.05
CIS
//�� Revision Date: 325=7
0-C 1j5

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 11 BSH
Q to DA-11 6
Drainage Area =
r-4-6,-92-6-1 SF
Drainage Area =
1 1.08 1
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value (9
AsphaltlRooftop
0.64
0.95
Grass
0.44
0.2
Total'A'
1.08
Weighted C'
6.64556962
Intensity's ' �'�
7.1
Q; = CiA
4.94
cfs
Q to DA-11
Drainage Area =
26,849
SF
Drainage Area =
0.62
Ades
Design Storm
1 10
-YR storm
Surface
Acres C-Value()
Asphalt/Rooftop
0.24
0.95
Grass
0.38
0.2
Total A'
0.62
Weighted 'C'
0.49
Intensity 'i ' i'')
7.1
Qi = CiA
2.15
cfs
G to DA-11 8
Drainage Area =
F-2-1,13-5--1
SF
Drainage Area =
0.49
Acres
Design Storm =
1 10
-YR storm
Surface
Acres C-Value rrl
Asphalt/Rooftop
0.33
0.95
Grass
0.16
0.2
Total A'
0.49
Weighted 'C'
0.710106458
Intensity's ' i''i
7.1
Qi = CiA
245
cis
Q to DA-11.$
Drainage Area =
64,511
SF
Drainage Area =
1.48
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value l"
Asphalt/Rooftop
0.68
0.95
Grass
0.80
0.2
Total A'
1.48
Weighted C'
0.54
Intensity'i ' r'i
7.1
Qi = CiA
5.72
cis
Q 0 w-A- i i to
Drainage Area =
23,967
SF
Drainage Area =
0.55
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value r'l
Asphatt/Rooftop
0.39
0.95
Grass
0.16
0.2
Total A'
0.55
Weighted 'C'
0.73
Intensity'i ' i'r
7.1
Qi = CiA
2.88
cis
Q to DA-11 11
Drainage Area =
27.059
SF
Drainage Area =
0.62
Ades
Design Storm =
10
-YR storm
Surface
Acres C-Value (+J
Asphalt/Rooftop
0.42
0.95
Grass
0.20
0.2
Total A'
0.62
Weighted 'C'
0.71
Intensity's ' rsr
7.1
f3; = CiA
3.12
cis
Revision Date: 3125/2007
'1 LA D-F 5

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C200705300028
6213 02/03/2007 11:10 AM P6, 41
LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Brunswick -Stu & Associates, LLC
STATE OF INCORPORATION: NC
SOSID: 0648000
Date Filed: 2/22/2007 2:15:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200705300028
SECRETARY OF STATE L.L.C. ID NUMBER: 648000 FEDERAL EMPLOYER ID NUMI
Privacy Redaction
NATURE OF BUSINESS: Real Estate Investment
REGISTERED AGENT: H . Arthur Sandman
REGISTERED OFFICE MAILING ADDRESS: PO BOX 19808
Raleigh NC 27619
REGISTERED OFFICE STREET ADDRESS: 7200 Stonehenge Drive, Suite 204
Raleigh NC 27613
Wake
PRINCIPAL OFFICE TELEPHONE NUMBER: 919 - 6 7 6- 8 7 9 0
PRINCIPAL OFFICE MAILING ADDRESS: 7101 Creedmoor Road
Raleigh NC 27613
PRINCIPAL OFFICE STREET ADDRESS: 7101 Creedmoor Road
Raleigh NC 27613
MANAGERS/MEMBERS/ORGANIZERS:
Name: H . Arthur Sandman
Title: Member Manager
Name:
Title:
Name:
Title:
Address: PO Box 19808
City: Raleigh
Address:
City:
Address:
City:
OF,VNUAL,R PORT MUSTWE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
MUST RrF SIGNED BY A MANAGER/IVEMBER
State: NC Zip: 27619
State: Zip:
State: Zip
DATE
H. Arthur Sandman Manacfer
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: E-Paid Secretary of State 0 Corporations Division O Post Office Box 29525 0 Raleigh, NC 27626-D525

WRrTTEN CONSENT BY MEMBER- MANAGERS
OF
BRUNSWICK-STU & ASSOCIATES, LLC
i he undersigned, being Member -Managers of BRUNSWICK-S`IFU & ASSOCIATES, LLC, a
limited liability company organized and existing underthe laws of the State of North Carolina (the
"Company"), holding at least a Majority Interest in the Company (unless otherwise defined herein, all
capitalized terms shall have the same meaning ascribed to them in the Company's Operating Agreement),
in accordance with Section 5.04 of the Company's Operating Agreement, do herelry consent and adopt
the following resolution and do hereby direct that this written consent be filed with the records of the
Company:
"RESOLVED_ That JOHN BAKER, acting individually in his capacity as a Member -Manager of
the Company, be hereby authorized in the name of and for account of the Company, and on such terms
and conditions as he may deem proper, to sign, execute and endorse such documents as may be necessary
or required for the development of the Property (excluding loan documents which shall require the
signature of both the undersigned Member Managers)."
This resolution is effective this the 9a day of April, 2007.
STATE OF NORT]Ei CAROLINA
COUNTY OF WAKE
I certify that the following person(s) personally appeared before me this day, each acknowledging
to me that he or she signed the foregoing document H. ART M SANDMAN and JOHN BAKER,
Member -Managers of BRUNS WICK-STU & ASSOCIATES, LLC, a North Carolina limited liability
alseal)
My Commission Expires:
cindylcorporaazelgenerNkorp remlution Erunswiek-sm 4-9-07

Permit No. 5-4-0SS-0 `7 0 - �;,??
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Rice Creek Plantation— Phase 1 (Pond 9)
Contact Person: Brian Hall (Bowman Design%1 Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 18.0 ft. (floor of the basin)
Permanent Pool Elevation 24.0 ft. (elevation of the orifice)
Temporary Pool Elevation 26.0 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 10,792 sq. ft. (water surface area at the orifice elevation)
Drainage Area 359,755 ac. (on -site and off -site drainage to the basin)
Impervious Area 157,355 ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 30,064 cu. ft. (combined volume of main basin and for. ebay)
Temporary Pool Volume 24,835 cu. ft. (volume detained above the permanentpool)
Forebay Volume 6,214 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 0.0179 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 1.50 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1.00 in.
Design TSS Removal 2 85 % (minimum 85% required)
Form SW-102 Rev 3.99 Page 1 of 4

Footnotes:
1 When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BUT manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
65 tt a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
S H b. The forebay volume is approximately equal to 20% of the basin volume.
19S t4c. The temporary pool controls runoff from the design storm event.
S 4 d. The temporary pool draws down in 2 to 5 days.
P-04 e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
4 g. The basin side slopes above the permanent pool are no steeper than 3:1.
I3s+ h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
13sif i. Vegetative cover above the permanent pool elevation is specified.
1:K44 j. A trash rack or similar device is provided for both the overflow and orifice.
I k. A recorded drainage easement is provided for each basin including access to nearest right-of-
way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one)'(1 does* does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does`* does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads �4.50feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads _3.75 feet in the forebay, the sediment shall be removed.
Sediment Removal El. 20.25
Bottom Elation _19.0 T 2
FOREBAY
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 24.0
- - - Sediment Removal Elevation _19.5- - _ - - - 75% -
Bottom Elevation �18.0_ 25%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name: John Baker
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, 1"-- f a4VIn , a Notary Public for the State of Ald-' `1 64X.J /'A A--
Countyof AMW OYe4e , do hereby certify that �—j6h*i
personally appeared before me this day of 2-10'r'' 206 ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
,e1',4i11"0e,"
F.
e'er •• • • �'
NOTARY
' ,�* • PUBLIC A 0
• a
��yzy nR�o�ro`;•.�
SEAL
My commission expires t Pa4y7--
/9.94//
Form SWU-102 Rev 3.99 Page 4 of 4