SW8070333_Historical File_20071212

State Stormwater Management Systems
Permit No. SW8 070333MOD
December 12, 2007
John Baker, Managing Member
Brunswick STU and Associates, LLC
PO Box 19808
Raleigh, NC 27619
Subject: Stormwater Permit No. SW8 070333MOD
Rice Creek Plantation — Phase I
High Density Subdivision Project
Brunswick County
Dear Mr. Baker:
o' z6mcd
6
M\ss+tAy
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Rice Creek Plantation — Phase I on December 12, 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 070333MOD, dated December 12, 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:\WQS\STORMWATER\PERMIT\070333MOD.dec07
cc: David Bowman, 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 070333MOD
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 I
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 O7O333MOD
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 I
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, ftZ
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, ft2
(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, W
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
"0 pipe
k. Permitted Forebay
4,942
4,780
6,110
7,913
3,482
1,946
Volume, W
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 070333MOD
Design Criteria
Pond #7 1
Pond_#8 i Pond #9
Pond #10
10.40
5.52
a. Drainage Area,
16.57 1 3.35
acres:
Onsite, W
452,857 1447,072
146,113
240,645
Offsite, ft2
None j
244,667 None
None
b. Total Impervious
235,591
290,381
62,982
89,462
Surfaces, ft2
(1) Buildings
174,148
30,072 i
65,652
(2) Streets
58,703
45,714
32,431 !
22,810
(3) Sidewalks
2,740
479
1,000
(4) Offsite
None
244,667
None
None
c. Design Storm,
1
1.5
1
1
inches
d. Pond Depth, feet
1 6
12
6
6
e. TSS removal
85
85
85
85
efficiency
f. Permanent Pool
23
23
24
20.5
Elev., FMSL
g. Perm. Pool Surface
10,534
17,987
10,792
6,975
Area, ft2
h. Permitted Storage
24,200
44,635
24,835
16,502
Volume, ft3
i. Temporary Storage
25
25
26
22.5
Elev., FMSL
j. Controlling Orifice,
2
3
1.5
1.5
T pipe
k. Permitted Forebay
6,280
15,737
6,214
3,362
Volume, ft3
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
1/4
1/8
1/8
horsepower
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 070333MOD
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 inspections (every 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 070333MOD
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 070333MOD, 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 070333MOD
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 these
ponds are (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 070333MOD
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 for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 12th day of December, 2007.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 070333MOD
Page 8 of 10

State Stormwater Management Systems
Permit No. SW8 070333MOD
Rice Creek Plantation — Phase I
Stormwater Permit No. SW8 070333MOD
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 9 of 10

State Stormwater Management Systems
Permit No. SW8 070333MOD
Certification Requirements. Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/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.
M. NCDENR-DWQ Regional Office
Brunswick County Building Inspections
Page 10 of 10

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State of North CaroUss
Department of Environment and Natural Resources
Wilmington Regional ORiee
Michael F. Easley, Governor William a Roar, ,Tr., Secretary
FAX COVER SHEET
Date. 12-11, el, No. Pages .(exeL cover):
To: _�l/♦ o� �DGt�Qi?% . From: _ G1y�' /%?�•�-
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127 Cardinal Drive ExtensUm, Wilmington, NC 2W5 • (910) 79&7215 • An Equal QppoMmity Affi motive Action Employer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
Date: �'0
To:/��
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Fax:
William G. Ross, Jr., Secretary
No. Pages (exc/l.ccover):
From:
Phone:
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127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

7 BOWMAN DESIGN
8s ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO Box 748, Shallotte, North Carolina 28459
Phone:[phone] Fax:[phone]
Hand Delivery
December 10, 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 — Phase I
Brunswick County
Express Modifiation; High Density
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 Wet Detention Basin Supplement for Pond 8.
3. One (1) original and one (1) copy of the Wet Detention Basin Maintenance Agreement for
Pond 8.
4. Two (2) copies of the Design Calculations (Pages 1-54).
5. Two (2) copies of the Project Narrative.
6. Two (2) copies of the Design Plans (Cover, Sheets Cl-C11).
7. 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,
54e_
Brian S. Hall, EI
Enclosures
cc: Mr. John Baker, Brunswick STU & Associates, LLC
File: 2500.02 (Rice Creek Plantation — Phase I)

RICE CREEK PLANTATION — PHASE 1
RIJNSWICK COUNTY, NC
REVISED STORMWATER CALCULATIONS
December 2007
Prepared by:
BOWMAN DESIGN
& ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3
PO Bnx 748
Shallotte, North Carolina 28459
Phone: [phone]
Fax: [phone]

RICE CREEK PLANTATION - PHASE 1
REVISED IMPERVIOUS AREA TOTALS

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RICE CREEK PLANTATION - PHASE 1
REVISED SWALE CALCULATIONS
(FOR TRACT A & PORTIONS
OF THOROUGHFARE)

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Iefir4uEl1;' Drainage Area =
Drainage Area -
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted C'
Intensity'i ' r'r
QI = CIA
ftnr , :Drainage Area =
Drainage Area =
Design Storrs =
Swface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'1 ' (3)
Qr = CIA
23,423 SF
054 Acres
10 -YR storm
Acres C-Value n7
0:30 1 0.2
0.24 0.95
.54
0.5 5
7.1
....._SCI's
64.110 SF
1.47 Acres
10 -YR storm
Ades C-value rn
Oleo 0.2
0.67 0.95
1.47
0.541
71
6; cis
DA-5 REMOVED
(IMP. AREA ADDED
TO POND 8 DA)
44M. 'r 0*7. -Drainage Area =
Drainage Area _
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted C'
Intensity 'I ' �r
Qr - CIA
3.9.39.8 SF
0.90 Acres
10 -YR storm
Q trtlln Dh 2 <: Drainage Area =
1 67,296
SF
Drainage Area =
1 1.54
Acres
J-YR
Design Storm =
1 10
storm
Surface
Acres
C-value (l)
GRASSY
0.85
02
IMPERVIOUS
0$9
D95
Total A'
.54
Weighted 'C'
0.
Intensity '1 '(3)
7.1
a = CIA
s'a -
cfs
1f1r11 _<; Drainage Area =
1 24198
SF
Drainage Area =
0.56 E]
Acres
Design Storm =
I t0
-YR storm
Swtace
Ades
C-valuer'?
GRASSY
0.31
0-2
IMPERVIOUS
025
0.95
Total 'A'
0.56
Weighted C'
0.5
Intensity'i
Qr - CIA
_ :=:.$,9.
Cfa
DA-6 REMOVED
(IMP. AREA ADDED
TO POND 8 DA)
DA-8 REMOVED
(IMP. AREA ADDED
TO.POND 8 DA)
4i[r' m.DA --; Drainage Area = 18 571 SF
Drainage Area = . 0.43 Acres
Design Storm = 10 YR storm
DA-9 REMOVED Surface Ades C-valuenl
(IMP. AREA ADDED GRASSY 0.22 02
TO POND 8 DA) IMPERVIOUS 0.21 0.9,5
Total 'A' 0.43
Weighted C' 0.56
Intensity'/ ' 0r 7.1
QI = CIA ; ?'i, CIS
4 from DA-1114 Drainage Area = 4B 466 SF 1 I3¢.g ,;Drainage Area = 30,406 SF
Drainage Area = 107 1 Acres Drainage Area = . 0.70 1 Acres
Design Storm = 10 -YR storm Design Storm = 10 -YR storm
Surface Acres C-VaNre lt' Surface Acres C-value 1 sl
GRASSY 0.57 1 02GRASSY 0.38 0.2
IMPERVIOUS 0.50 0.85 IMPERVIOUS 0.34 095
Total A' 1.07 Total A' 0.70
Weighted C' O. Weighted C' 0. 5
Intensigr'i ' m 7.1 Intensity'] ' m 7.1
QI = CIA =:. . cis QI = CIA " CIS
(1) Table 8.03s; (2) Figure 8.03a;
(3) Figure 8.03b or the NCDENR Erosion and
Sediment Control Planning and Design Manual.
ReNsion Date: 121712007
7 or S4

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOYIIAIiAN DESIGN and ENGINEERING
BSH
0*0
*#*It, Drainage Area = 45,626 SF :a Qn`13 _Drainage Area = 41,70$ SF
Drainage Area = 1.05 Acres Drainage. Area =1 0,96 . Acres
Design Storm = 1'0 -YR storm Design Storm =I 1.0 -YR storm
Surface Acres C-Value rn Surface Acres C-Value ru
GRASSY 0..53 0,2 GRASSY 0.01 0.2
IMPERVIOUS 0.52 095 IMPERVIOUS 045 095
Total A' 1.05 Total 'A' 0.96
Weighted'C' g 0.572 Weighted'C' 0.553
Intensity'1 ' (3) 71 Intensity 'I
QI = CIA - _ _ _ cis QI = CIA .-. •3. 9rFla
f,1 itpg( pi!Ist ' : Drainage Area - 59,693 SF Q from DA-46 Drainage Area = I 4$ 820 SF
Drainage Area = 1,37 Acres Drainage Area = 1 112 Acres
Design Storm = 10 -YR storm Design Storm = 1 10 -YR storm
Surface Acres C-Valuer+7 Surface Acres C-Valuer+7
GRASSY 0.70 0 2 GRASSY 047 02
IMPERVIOUS 0.07 0 95 IMPERVIOUS 055 095
Total A' 1.37 To18/'A' .1.12
Weighted'C' 0. Weighted'C' 0.568
Intensity's ' ta) T.1 Intensity'i ' (3) 7.1
QI = CIA 6.It1 Cis QI = CIA" CIS
1 �1 •: Drainage Area = 1 15 719 SF 01 gni UA.0 Drainage Area = 20,081 SF
Drainage Area I 36 Acres Drainage Area m 1 0,40 Acres
Design Storm = 10 1-YR storm Design Storm = 1 10 -YR storm
Surface Acres C-Value rn Surface Acres C-Value n7
GRASSY 0.19 0.2 GRASSY �gt�
0.2
IMPERVIOUS 017 0.95 IMPERVIOUS 0.95
Total'A' 0. Total A'
Weighted C' 0.553 Weighted'C' 0.525
Intensity's ' r3l 7.1 Intensity'i ' r3r 7.1
QI = CIA 1,-'i41cfs QI = CIA '&73 Cis
Drainage Area = 1 33.789 SF 1ti UA-1 f : Drainage Area = 1 42.942 SF
Drainage Area = 1 078 Acres Drainage Area = 1 099 Acres
Design Storm = 10 -YR storm Design Storm = I 1. -YR storm
Surface Acres C-Valuer+7 Surface Acres C-Value rl
GRASSY 0.43 Q.2 GRASSY 0.50 0.2
IMPERVIOUS 0.35 0:95 IMPERVIOUS 0.49 0.95
Total A' 0.78 Total A' 0.99
Weighted'C' 0.538 Weighted 'C' 0.573
Intensity'i,� 7.1 Intensity'/'(') 7.1
QI = CIA [` cis = CIA 44t cis
41 ttAni 1p.; Drainage Area = 1 37,299 SF Drainage Area = 41,201 SF
Drains Area Drainage _ 0.86 Acres Drainage Area = 1 095 Acres
Design Stare = 10 J-YR storm Design Storm = 1,0 -YR storm
Surface Acres C-Value (1) Surface Acres C-Valuer+I
GRASSY 0.4:8 02 1 GRASSY �JE�
02
IMPERVIOUS 0 38 0 b IMPERVIOUS 0 9b
Total A' 0.86 Total A'
Weighted 'C' S33 Weighted'C' 0,557
Intensity's ' (3) 7.1 Intensity'/ ' (3) 7 1
Q, = CIA r Cis Qi = CIA de
Wrenn. . Drainage Area = 58,109 SF Wrprrf DA.23. Drainage Area = . 37 22 SF
Drainage Area = 1 33 Acres Drainage. Area = 0.86 Ares
Design Storm 1 10 J-YR storm Design Storm = 10 -YR storm
Surface Acres C-Value r'l Surface Acres C-Value I+7
GRASSY 0:6$ 0.2 GRASSY 0,45 0.2
IMPERVIOUS F- 0.64 0.95 IMPERVIOUS 0.41 0.9b
Total'A' 1.33 Total A' 0.86
Weighted'Cl 0.560 Weighted 'C' 0.558
Intensity's '(3) 7 1 Intensity 'I 'r3r 7,1
Qi = CIA CIS QI = CIA , .; .:; Cie
(1) Table 9.03a; (2) Figure e.03a;
(3) Figure a.03b or the NCDENR Erosion and
Sediment Control Planning and Design Manuel.
R"alon Date:12f7r2007
8 ofr 51

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
11i1�[il - Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted C'
Intensity'i ' Or
Q = CIA
-0*01094T6 , Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted C'
Intensity 'I ' c1
Q = CIA
*411(1.0,A26 Drainage Area =
Drainage, Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Tota! A'
Weighted 'C'
Intensity'i ' csl
QI = CIA
4,1V"TP k40; Drainage Area -
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted C'
Intensity's ' t'i
($ = CIA
Q-( 00i lam_ _ ",-Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted C'
Intensity'1 ' i'r
Qr = CIA
Q.1kQ ;k'I ' Drainage Area a
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Tote! A'
Weighted 'C'
Intensity's '
QI = CIA
34,375 SF
0.79
Acres
10
-YR storm
Acres
C-Value (')
0.39.
0.2
0.4'0
095
0.79
0.580
7.1
F7-
Cf$
14.765 SF
0.34
Acres
10
-YR storm
Acres
C-Value (11
0.14 0.2
0.20
0.95
0.34
0.643.
7,1
_.vim
17,227 SF
040
Acres
1-YR
10
storm
Apses
C-Value Mr
0..32 1 0.2
0.08
0. 5
0.40
0.352
7.1
cis
33,369
SF
Acres
1-YR storm
C-Value (lr
0.77
10
Apes
0.65
1 0.2
012
p.95
0.77
IT
0.31
7.1
55 248 SF
1.27 Acres
1p -YR storm
Apes C-Value('i
113 1 02
0.14
0798
1.27
. 83
71
cfs
t8.348 SF
0,42 Acres
1-YR
10 storm
Apes C-Value(1)
04.2 0.2
0 00
0.95
0.4
0.a
7,1
cfs
O,t3D
(1) Table 8.03a; (2) Figure 8.03s;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual.
Q[lDA,7 Drainage Area =
Drainage Area
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'/ ' (31
Q=CIA
QV*4 DA-27, . Dminage Area =
Drainage Area =
Design Store =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i ' t�
QI=CIA
Q from DA-29 Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted C'
Intensity's '
QI = CIA
Q firpnt t>Fq 1 : Drainage Area -
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted C'
Intensity'1 ' (3)
Q-CIA
".Q.ftOFA DA-43.. Drainage Area
Drainage Area =
Design Storm =
13,982
SF
1 Acres
-YR storm
C-Value
0.32
10
Acres
0.16
02
0.17
O.SiS
0.32
0.598
7.1
;cfs
33,643 SF
0.77 Acres
10 -YR storin
Acres C-value ('r
0 37 0.2
0.40
0 95
0.77
0.588
7.1
25 81F-I
SF
1 Acres
-YR storm
C-Value (1J
0.2
0.59
10
Apes
0.3.8
0.21
0.95
0.5
0.48
7.1
43,795 SF
101 Acres
10 -YR storm
Acres C-Value f11
0.87 0.2
0.14
095
.01
7.1
0.304
y
5 e
SF
Apes
R storm
Surface
Acres C-Value f'j
GRASSY
0.80.
0.2
IMPERVIOUS
1 0.28
0.95
Total A'
1 1.08
Weighted C'
0-94
Intensity'1 ' r'r
7.1
Qr = CIA
{1
OFS
1 f4* "46 : Drainage Area =
1 2124.0
1 SF
Drainage Area =
j__LLj:j0=j
Acres
Design Storm =1
10
-YR storm
Surface
Apes C-Value
GRASSY
0.42
0.2
IMPERVIOUS
0.07
0.95
Total A'
0.49
Weighted C'
0.30
Intensity'1 ' is)
7.1
QI = CIA
:fl:#I
cfs
Revision Date: 12f712007
I ag. 51

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
Q iro[tlb -38,, Drainage Area =
1 14.591
SF
Drainage Area =
1 03.3
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value c1J
GRASSY
1 0.33
0.7
IMPERVIOUS
0.00
0.05
Total A'
0.33
Weighted
Intensity's
Lb=CIA
cfs
Q rom l')A4# :Drainage Area =
SF
Drainage Area =PRIP-YRstorm
Acres
Design Storm =
Surface
Acres C-Valuetll
GRASSY
0.68
02
IMPERVIOUS
0.35
0.95
Total'A'
1.03
Weighted 'C'
0.456
Intensity'i '
7,1
QI = CIA
..;
oft
;Q from t�AO Drainage Area =
1
84,879
SF
Drainage Area =
195
Acres
Design Storm =
10
-YR storm
Surface
Acres C-Value m
GRASSY
1.76
0.2
IMPERVIOUS
0.19
0.95
Total A'
1.
Weighted 'C'
0.27
Intensity's
Q = CIA
a;
cis
Q fro1w0A42 ` Drainage Area =
1 43.571
SF
Drainage Area =
1 1.00
J-YR
Acres
Design Storm =
1 10
storm
Surface
Acres C-ValueflJ
GRASSY
1.0.0 .
0.2
IMPERVIOUS
0.00
0:95
Total A'
1.U0
Weighted'C'
0.200
Intensity'i ' t'm
7.1
Q = CIA
CIS
0-from Drainage Area =
14328
SF
Drainage Area =
1 013
J-YR
Acres
Design Storm =
10
storm
Surface
Acres C-Vaw (1)
GRASSY
0.33
02
IMPERVIOUS
0 00
0 95
Total A'
0.33
Weighted 'C'
0.200
Intensity's ' t3l
7.1
QI = CIA
47licts
G #rajah ;1A-46 „Drainage Area =
1 14.933
SF
Drainage Area =
1 034
1-YR
Acres
Design Storm =
10
storm
Surface
Acres C-Value n�
BRASSY
0.34
0.2
IMPERVIOUS
000
0.95
Tots/"A'
0.34
Weighted 'C'
0.200
Intensity's
f�=C:IA
cis
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Erosion and
Sediment Control Planning and Design Manual.
•frOM-1 ,+3'1' ..,,Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity's ' 13)
QI - CIA
d 1rArrrAA_ 8 Drainage Area =
Drainage Area =
Design Storm =
Sudare
GRASSY
IMPERVIOUS
Total 'A'
Weighted 'C'
Intensity'i ' 0t
QI = CIA
QfMM,t441._. `Drainage Area =
Dreinage.Area =
Design Storrs =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'/ ' (a)
QI = CIA
47122 SF
108 Acres
10 -YR storm
Acres C-Value(,)
0.921 02
016 0.85
1.08
0.311
cre
7.1
8 189 SF
019 Acres
10 -YR storm
Acres C-Value r1i
0,10 0.2
0.00 095
.19
.Z00
7.1
1} . Cis
31,175 SF
0.72 Acres
10 -YR storm
Acres C-Value 11J
0.64 10.2
0.08 1 0.95
0.72
0.2
7.1
. rui i4+ Drainage Area =
1 86,249 SF
Drainage Area =
1 1.98
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value /9
GRASSY
1.72 0,2
IMPERVIOUS
0.28
0.95
Total A'
98
Weighted 'C'
0.298
Intensity Y ' t9m
7.1
CIA
_ 9i 5"6; '._ Drainage Area =
1. 38.8;92 SF
Drainage Area =
0 82
Acres
Design Storm =
.10
-YR storm
Surface
Acres
C-Value l")
GRASSY
0.2
IMPERVIOUS
Qi�;
095
Total A'
Weighted 'C'
Intensity's ' n1
7.1
QI - CIA
cts
`Drainage Area =
73,290
SF
Drainage Area =1
168
Acres
Design Storm -
1 10
-YR storm
Surface
Acres
C-Value /1J
GRASSY 1,4.6 1 0 2
IMPERVIOUS
0.�2-2
0.95
Total A'
Weighted 'C'
0.298
Intensity's ' tam
7,1
(� = CIAF-7-3it£
cfs
R"don Date: 1217=07
to of 9+

RICE CREEK PLANTATION - PHASE 1
SWALE DRAINAGE FLOW CALCULATIONS FOR TRACT A AND THE THOROUGHFARE
BOWMAN DESIGN and ENGINEERING
BSH
tl.frpltt Drainage Area ■
Drainage Area =
Design Storm
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensity'i '(3)
QI = CIA
8 685
SF
Acres
-YR storm
C-Value r�)
0.2
015
10
Acres
oil
0.04
095
0.15
7.1
0.395
cis
px9
Drainage Area _
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted C'
Intensity'i ' j)
QI = CIA
7.1
SF
Acres
R storm
w.1-if).
0 fronlr PAW Drainage Area = 1 12,044 SF Q firomij*41' Drainage Area = 1 71..413 SF
Drainage Area = 1 0.28 Acres Drainage Area = 1 1.,64 Acres
Design Storm = 1:0 -YR storm Design Storm =1 10 -YR stor
Surface Acres C-Value rn Surface Acres C-Velue
GRASSY 0.28 0.2 GRASSY 1129 �-0,2
IMPERVIOUS Goo 0.95 IMPERVIOUS 0.35 0.95
Tota!'A' 8 Tots! A' .64
Weighted C' 0-3-00--nj Weighted C' 0.360
Intensity's ' ce) 71 Intensity 'i ' (3) 71
QI = CIA
QI = CIA s,.• -44�;�
cis
Q fr0ilrfp-Q ' Drainage Area = 1 16.0 103 SF
Drainage Area = 1 3.68 Acres
Design Storm = 10 -YR storm
Surface Acres C-valuer') DA-53 REMOVED
GRASSY 3.48 0.2 (IMP. AREA ADDED
IMPERVIOUS 0.420 0.95 TO DA-51)
Total 'A'
Weighted'C' D.241
Intensity'i ' (3) 7.1
Q1 = CIA . 6.: CfS
DA-54 REMOVED
(IMP. AREA ADDED
TO DA-51)
' Q *6111 l DA4 Drainage Area =
Drainage Area =
Daslgn Storm
Surface
GRASSY
IMPERVIOUS
Total 'A'
Weighted C'
Intensity'i
0 - CIA
'Oham..1 -59; : Drainage Area =
Drainage Area =
Design Storm =
Surface
GRASSY
IMPERVIOUS
Total A'
Weighted 'C'
Intensigr'i
a=CIA
100,535 j
SF
1 Acres
-YR storm
C-valueru
3,82
10
Acres
3.:40
0,2
0,42
0 95
3.82
0.282
71
X cis
23 0,95 SF
053 Acres
1D -YR storm
Acres G-Value r�)
0-40 0.2
0.13
0.95
.53
0.384
7.1
Cis
(1) Table 8.03a; (2) Figure 8.03a;
(3) Figure 8.03b of the NCDENR Emelon and
Sediment Contml Planning and Dealgn Manuel,
111" IM44; ` Drainage Area =
1 30,536 SF
Drainage Area =
1 0.70 Acres
Design Storm =
I 10 -YR storm
Surface
Acres C-value a'
GRASSY
0.40 02
IMPERVIOUS
Total A'
Weighted C'
Intensity's ' c"
Qi = CIA
a lfoi$)lli,: Drainage Area =
1 55,474
SF
Drainage Area =
1.27
Acres
Design Storm =
I 10
-YR storm
Surface
Acres
C-Value (1)
GRASSY
1.09
0 2
IMPERVIOUS
0.18
0.95
Tota/'A'.
1.27
Weighted C'
0.306
Intensity's '
Q1 = CIA
. •...;.Y.•.,:,..°.'i 77'
Cis
from DA-W Drainage Area =
133,496
SF
Drainage Area =
1 3 08
Acres
Design Storm =
10
-YR storm
Surface
Acres
C-Value rf)
GRASSY
02
IMPERVIOUS
9t;;
0.95
Total 'A'
Weighted C'
0.24
Intensity'I ' (3)
71
QI=CiA
-`�;
cis
Revision Date: 12r712007
11 a F 54

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REVISED CULVERT CALCULATIONS
(FOR TRACT A & PORTIONS
OF THOROUGHFARE)

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16 or S19

RICE CREEK PLANTATION - PHASE 1
REVISED POND CALCULATIONS
(FOR PONDS 7-10)

RICE CREEK PLANTATION - PHASE 1
POND DRAINAGE AREAS
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 DRIVEWAYS BUA
32,316
0.74
M/F SIDEWALKS BUA
2,306
0.05
TOTAL BUA
187,943
4.31
% IMPERVIOUS
49.68%
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
PONDS 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
1 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%
BOWMAN DESIGN and ENGINEERING
BSH
17 air 5-,+
Revision Date: 12l7/2007

RICE CREEK PLANTATION - PHASE 1
POND DRAINAGE AREAS
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
55,156
1.27
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
232,044
5.33
% IMPERVIOUS
51.24%
51.24%
POND 8 SF
POND 8 AC
TRACT AREA
721,739
16.57
ROADS BUA
45,714
1.05
-
0
0.00
-
0
0.00
OFFSITE (SCHOOL)
244,667
5.62
TOTAL BUA
290,381
6.67
% IMPERVIOUS
40.23%
40.23%
POND 9 SF
POND 9 AC
TRACT AREA
146,113
3.35
ROADS BUA
32,431
0.74
M/F BUILDINGS BUA
23,800
0.55
M/F DRIVEWAYS BUA
6,272
0.14
M/F SIDEWALKS BUA
479
0.01
TOTAL BUA
62,982
1.45
% IMPERVIOUS
43.10%
43.10%
POND 10 SF
POND 10 AC
TRACT AREA
240,645
5.52
ROADS BUA
22,810
0.52
M/F BUILDINGS BUA
51,000
1.17
M/F DRIVEWAYS BUA
14,652
0.34
M/F SIDEWALKS BUA
1,000
0.02
TOTAL BUA
89,462
2.05
% IMPERVIOUS
37.18%
37.18%
BOWMAN DESIGN and ENGINEERING
BSH
l8 of gj
Revision Date: 12/7/2007

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
Pond 7
BOWMAN DESIGN and ENGINEERING
BSH
Drainage Area (DA)
F.Jamisf
or .1.0.40 ac
Impervious Area (IA )=
�' .' �
sf 5.33 ac
Percent Impervious 1 IA/DA 0.512 or 51.2%
SAIDA, 85% TSS Pond Depth = 6 or 2.16%
(vegetative filter req'd
Min. re 'd SA @ PP SA/DA x DA 9,791 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.511
Volume. = 1 in x 1 ft / 12 in x Rv x DA 19,290.20 cf
SA provided @ PP Oval Pond Elev = 23 7 is sf
Enough SAprovided? YES
Min. storage depth re 'd Min. storage volume / SA provided Q PP 1.83 ft
Storage depth set at —T"—--51ft
Elevation of temporaq pool 25 ft
SA @ TemRoratypool
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth
,'
cf OK
Outlet Sizina
Q - 2 da drawdown time
Min. re 'd storage volume x 1 In. / 2 days)
0.112 cfs
Q - 5 day drawdown time
Min. re 'd storage volume x 1 In. / 5 days)
0.045 cfs
Height
h 1/2 Min. Storage De
1.00 it
CD
Constant
0.6
Required Area for Q-2
A = Q/ C x 2 h
3.34 in
Required Area for Q-5
A = Q/ C x 2 h
1.34 in
Orrice Chooser
CHECK
Area Provided by Orifice Choosen
A = 7cr2
3.14 in
Area Provided b Orifice Choosen
0.022 ftz
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 cis OK
Revision Date: 1217t2007
l9 0 F S�F

RICE CREEK PLANTATION - PHASE 1
POND 7 VS. FOREBAY
TOTAL POND VOLUME at TEMPORARY POOL
BOWMAN DESIGN and ENGINEERING
BSH
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 = 5659
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 CF
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.
ZO o F 54

RICE CREEK PLANTATION - PHASE 1
Wet Detention Basin Calculations
Pond 8
BOWMAN DESIGN and ENGINEERING
BSH
Drainage Area (DA) =
12
Isf or 16.57 ac
Impervious Area lA =
�,���1;°
sf 6.67 ac
Percent Impervious 1 I=IAIDA 0.40e or 40.296
SAIDA; 85% TSS Avg. Pond Depth = +, ;-: '. or 2.45%
(vegetative filter re 'd (Avg. Pond Depth = Vol. @ PP / SA. PP
Min. Re 'd SA @ PP Re 'd SA @ PP = SA/DA @ 85% TSS x DA 17,657 sf
Min. Req'd Storage Vol. Rv = 0.05 + (0.009 x i) = 0.412
Re 'd Storage Vol. = 1.5 in x 1 ft / 12 in x Rv x DA 37,179 cf
Provided SA Q PP Pond Elev @ PP = 23_ sf OK
Min. R 'd Storage Depth Re 'd Storage Depth = Re 'd Storage Vol. I SA @ PP 2.07 ft
Storage Depth set at ;:° , _ :. , .,° + ft
Pond Elev Q TP 25 ft
Provided SA TP
,-'ijl
sf
Provided Storage Volume See Attached Calculations)
44l
cf OK
Outlet Slzino
Q - 2 day Drawdown Time
Q = Re 'd Storage Vol. x 1.5 In. / 2 days))
0.323 cfs
Q - 5 day Drawdown Time
Q = Re 'd Storage Vol. x 1.5 in. / 5 days))
.0.129 cis
Height h
h = 1/3 Re 'd Storage Depth)
0.667 ft
Co
Constant
0.6
Required Area for Q-2
A = Q/ C x 2 h
11.82 In
Required Area for Q-5
A = Q/ C x 2 h
4.73 in
Orifice Choosen
4,00-1 in
CHECK
Area Provided by Office
A = 702
7.07 in
Area Provided by Orifice
0.049 le
Avg Head h
h = 1/3 Stora a Depth))
8.00 in
Avg Head h
0.667 ft
Q Provided by Orifice
Q = Ca 2 h'
0.193 cfs OK
Drawdown Time
t = ProVd Storage Volume x 1.5 in. / Q Provided)
4.02 days OK
SAtiDA Valua
Average
Pond Depth
Percent
4
4.5
4.42
0.400
:'
Z40
2.43
0.500
3.05
0.402
2.62
2.41
aiuestaken from Toble'f{ 2.of tlig {GD 1i .Sivr�7�lrat�r.$MF M�nu�1 1t 1i-2 i
Revision Date: 12/7/2007
z/ a� 5`4

RICE CREEK PLANTATION - PHASE 1
POND 8 VS. FOREBAY
TOTAL POND VOLUME at TEMPORARY POOL
BOWMAN DESIGN and ENGINEERING
BSH
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
13
1,990
2,382
2,382
14
2,773
3,235
5,616
15
3,696
4,227
9,843
16
4,757
5,357
15,199
17
5,956
6,623
21,822
18
7,290
8,024
29,846
19
8,758
9,575
39,421
20
10,392
11,298
50,719
21
12,203
13,164
63,882
22
14,124
7,311
71,193
22.5
15,120
8,277
79,470 F
23
17,987
9,892
89,362
23.5
21,580
11,051
100,413
24
22,625
_
23,692
124,104 T
25
24,758
AVERAGE DEPTH OF POND = 4.42
STORAGE VOLUME BETWEEN PP & TP = 44,635
18% OF PERMANENT POOL VOLUME = 14,305
22% OF PERMANENT POOL VOLUME = 17,483
'ERM. POOL VOL.
EMP. POOL VOL.
Z'i 0 F 574

RICE CREEK PLANTATION - PHASE 1
POND 8 VS. FOREBAY
FOREBAY VOLUME at PERMANENT POOL
BOWMAN DESIGN and ENGINEERING
BSH
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
13
193
271
271
14
349
449
720
15
549
671
1,391
16
793
938
2,329
17
1,083
1,250
3,579
18
1,416
1,601
5,179
19
1,785
1,985
7,164
20
2,185
2,401
9,565
21
2,616
2,848
12,412
22
3,079
1,601
14,013
22.5
3,323
1,724
15,737
23
3,574
15,737 CF = 19.8% OF PERM. POOL VOLUME
2.3 o F 54

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RICE CREEK PLANTATION - PHASE 1
1 year - 24 hour storm routing for Pond 8
Bowman Design Engineering Services, PA
BSH
Stage -Storage
Elevation
(ft MSL)
Water
Level (ft)
Surface
Area (at)
Incremental
Volume (cf)
Accumulative
Volume (cf)
23
0.00
17,987
0
4,732
23.25
0.25
19,069
4,732
5,181
23.5
0.50
21,580
9,913
11,051
24
1.00
22,625
20,964
11,578
24.5
1.50
23,685
32,542
12,111
25
2.00
24,768
44,653
12,651
25.5
2.60
25,846
57,304
13,199
26
3.00
26,948
70,502
13,753
26.5
3.50
28 064
84,255
I
4.00 1 -
3.50 I
3.00
2.50
2.00
1.50
1.00
Stage -Storage Curve
0 20,000
40,000 50,000 80.000 100,000
Storage (cu ft)
Outlet Structure Stage -Discharge Curve
Stage -Discharge
H -Water Level
(ft)
Q I'l Orifice
()
2l
Stirc21 QrOutlet
Weir (cfs)
al
Emergency
Weir (cfs)
0.00
0.00
0.00
0.00
0.25.
0.12
0.00
0.00
0.50
0.17
0.00
0.00
1.00
0.24
0..00
0.00
0.29
0.00
0:00
E
0.33
0.00
0.00
0.37
189.74
0.00
3.00
0.41
249A2
0.00
3.50
0.44
314.30 1
432.16
C = 1 0.60 Cw = 3.00
A = 1 0.049 Ls = 16.00
LW = 22.00
Orifice Stage -Discharge Curve
4.001 -- ---- -
3.50
€ 8.00 , I
2.50 -1 �r
2.00-. J
0'
0.0 0.0.
0.00 0.10 0.20 0.30 0.40 0.50
Discharge (ch)
4.00------- _ -
-----� 3.80 r
3.50 3.50
3.00
2.50 jr 3.40
2.00 3.30.
.J
1.50 3.20
1.00 3.i0
0.50. 3.00
0.00 I 2.90
0.00 50.00 100.00 150.00.200.00 250.00 300.00 350.00 0.00
Discharge left)
Emergency Weir Stage -Discharge Curve
100.00 200.00 300:00 400.00 500.00
Discharge (cis)
(1) Q = CA(2gH)'"2 ; (2) Q = CWLH"'9, where C. - 3.0 for Broad -crested Weir
?,& 01r 54
Revision Date 12l1/2007

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2-$ a Fr 54

RICE CREEK PLANTATION - PHASE I
Wet Detention Basin Calculations
Pond 9
BOWMAN DESIGN and ENGINEERING
BSH
Drainage Area (DA) =
J-1,1 I
sf or 3.3 ac
5
Impervious Area (1A) =
0
sf 1.45 ac
Percent Impervious (1) lA/DA 0.431 or 43.1
SAIDA, 90% TSS Pond Depth = 6 or 2.29%
NO vegetative filter req'd)
Min. req'd SA @ PP (SA/DA)x(DA) 3,341 sf
Min. reqd storage volume Rv = 0.05 + (0.009 x 1) = 0.438
Volume = I in x (1 ft / 12 in). x Rv x DA 5,332.45
of
SA pwovided a PP Oval Pond Eley = 23.5 42 sf A
r V
Enough SA provided? YES
Min. storage.de th req'd Min. storage volume./ SA provided 0 PP 0.49 ft
Storage depth set at ft
Elevation of temporary pool 25.5 ft
SA a? Twipormy pool
',,°,-,JOA Isf
Storage volume provided Average of SA do temp. pool & PP x storage depth
jcf
OK
Outlet Sizina
Q - 2 day drawdown time
Min. req'd storage volume x (1 in. / 2 days)
0.031 c1s;
Q - 5 day drawdown time
Min. req'd storage volume x (1 in. / 5 days)
U12 cis
Height
h (1/2 Min. Storage Depth)
1.00 ft
CD
Constant
0.6
Required Area for Q-2
A = Q/(C x2 h
0.92 in 2
Required Area for Q-5
A = Q/(C x (2gh)"2)
0.37 in-,
Office Choosen
in
CHECK
Area Provided by Orifice Choosen
A =
0.79 in 2
Area Provided by Orifice Choosen
0.005 ft2
The Average head
h = 1/2(Tempore ry Pool depth - 1/2(orifice diameter))
11.75 in
The Average head
0.979 ft
Q provided
Q = Ca(2gh)"2
0.026 efs OK
Revision Date: 1217/2007

RICE CREEK PLANTATION - PHASE 1
POND 9 VS. FOREBAY
TOTAL POND VOLUME at TEMPORARY POOL
BOWMAN DESIGN and ENGINEERING
BSH
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMULATIVE
VOLUME CF
17.5
1190
1726
1726
18.5
2261
2 807
4532
19.5
3352
3958
8490
20.5
4563
5221
13710
21.5
5878
6949
20659
22.5
8019
9406
30064 I
23.5
10792
11630
41694
24.5
12468
13205
54899 l
25.5
1 1
STORAGE VOLUME BETWEEN PP & TP = 24835
18% OF PERMANENT POOL VOLUME = 5412
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
18.5
415
563
563
19.5
710
874
1436
20.5
1037
1215
2651
21.5
1392
1 584
4234
22.5
1775
1980
6214
23.5
2185
3ERM. POOL VOL.
f EMP. POOL VOL.
30 o4:* 5,1

RICE CREEK PLANTATION - PHASE 1 BOWMAN DESIGN and ENGINEERING
Wet Detention Basin Calculations BSH
Pond 10
Drainage Area DA =
:,. $1
sf or 5.52 ac
Impervious Area (IA)=
sf 2.05 ac
Percent Impervious l IA/DA 0.372 or 37.2%
SAIDA; 90% TSS Pond Depth = 6
NO vegetative filter re 'd
Min. re 'd SA @ PP SA/DA x DA 4,714 sf
Min. req'd storage volume Rv = 0.05 + (0.009 x 1) = 0.385
Volume.= 1 in x 1 ft / 12 in x Rv x DA 7,712.34 cf
SA provided @ PP Oval Pond Elev = 20.5,
Enough SAprovided? YES
Min. storage depth re 'd Min. storage volume / SA provided el PP 1.1.1 ft
Storage depth set at ft
Elevation of temporary ool 22.5 ft
SA @ Temporary pool
; :-::. ?
sf
Storage volume provided Average of SA @ temp. pool & PP x storage depth
1 50
cf OK
Outlet Sizina
Q - 2 day drawdown time
Min. re 'd storage volume x 1 in. / 2 days)
0.045 cis
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
Co
Constant
0.6
Required Area for Q-2
A = Q/ C x 2 h
1.33 in
Required Area for Q-5
A = Q/ C x 2 h
0.53 in
Orifice Choosen
CHECK
Area Provided by Orifice Choosen
A = arz
1.23 in
Area Provided by Orifice Choosen
0.009 fe
The Average head
h = 1/2(Temporary Pool depth - 1/2 orifice diameter
11.6875 in
The Average head
0.974 ft
Q provided
Q = Ca 2 h'
0.040 cis OK
Revision Date: 12f7/2007
3r 0f 54

RICE CREEK PLANTATION - PHASE 1
POND 10 VS. FOREBAY
TOTAL POND VOLUME at TEMPORARY POOL
BOWMAN DESIGN and ENGINEERING
BSH
ELEVATION
FT MSL
SURFACE
AREA SF
INCREMENTAL
VOLUME CF
ACCUMUL PIT; VE
VOLUME CF
14.5
146
490
490
15.5
833
1198
1687
16.5
1562
1 976
3663
17.5
2389
2 849
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
FOREBAY VOLUME at PERMANENT POOL
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
8 76
2228
19.5
998
1135
3362
20.5
1271
"ERM. POOL VOL.
f EMP. POOL VOL.
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Precipitation Frequency Data Server Pagel of 4
POINT PRECIPITATION ,
i° FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 34.133 N 78.083 W 26 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D, Martin, B. Lin, T. Pazzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Dec 7 2007
Confidence Limits Seasonality Location Maps Other Info: GIS data Maps Help ' D
Precipitation Frequency Estimates (inches)
ARP* 5 10 15 N3? 60 120 3 6 12 24 4$ 4 7 10 20 30 45 60years) min min min min miss hr hr hr hr hr :.day day da day day day day
0.53 0.84 1.05 1.44 1.80 .14 2.29 2.84 3.32 3.90 4.54 5.06 5.78 6.51 8.73 10.78 13.39 16.07
= 0.63 1.00 1.26 .1.74 2.18 2.61 2.79 3.46 4.05 4.73 5.49 6.10 6. 77 7.79 10.40 12.81 15.83 18.93
0.73 .1.17 1.48 2.10. 2.69 3.31 3.55 4.41 5.21 6.12 7.04 7.73 8.76 9.65 12.67 15.37 18.76 22.14
10 0.81 1.30 1.65 2.38 3.10 3.89 4.21 5.25 6.22 7.34 8.40 9.12 10.26 11.21 14.55 17.45 21.13 24.69
25 0.92 .1.46 1.85 2.74 3.65 4.72 5.18 6.48 7.73 9.22 10.45. 11.19 12.45 13.46 17.22 20.32 24.40 28.11
50 1.60 1.59 2.01 3.03 4.10 6.4.3 6.03 7,55 9.08 10.89 12.2fi 12.97 14.29 15.35 19.41 22.63 27.00 30.76
100 1.08 1.71 2.16 3.31 4.57 6,20 6.:96 . 8.75. 10.58 12.79 14.30 14:95 16.30 17.39 21.74. 25.00 29.66 33.42
200 JEE 1.83 2.31 3.60 5.05 7.04 7.99 10.09 12.2.8 14.96 16.62 .17.15 18.50 19.60 24.21 7.46 32.38 36.07
500 1.26 2.00 .51 .00 5.74 8.26 9:55 12.12 14.88 18.32 20.16 20.55 21.71 22.81 F7.72 30.87 36.12 39.61
1000 1.35 2.13 2.67 4.33 6.31 9.32 10.91. 13.92 17.2.1 21.30 23.27 23.50 24.42 25.48 30.60 33;56 39.05 42.31
Text version of table ' Them Pred0tatlon frequency estimates are based on a oadal duration sedes. ARI Is the Average Recurrence Interval.
Please refer to the documentation for more Information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Preci itation Fre uen Estimates inches
ARI*j
ears
5 10
in min
15 30 60 .120 3 6
min min min min hr 1 hr
jEhr
1[24 48
hr hr
4
day
7 10
day
20
30
45
60
®
.510.91
1.14 1.56 1.94 2.33 .51 3.13
3.70
4.31 5.00
5.54
day
6.26 7:02
da
9:36
day
1.1.50.
day
14.23
Jdayl
17.00
0.68 1.08
1.36 1:88 2.36 2.85 3.06 3.82
7.55 8:41
4.50
5.23 6.05
6.68
11.16
13.67
16.83 0.04
5.78
5
0.79 1.26
1.59 2.27 2.90 3.61 3.89 4.86
6.77 7.76
8..46
9.50 10.44
13.60
16.40
T9.95 23.44
10
0.88 1.40
1.77 2.57 3.35 4.24 4.62 5.71
6.90
8.11 9.25
9.99
11.13 12.12
15.60
18.61
22.48 6.12
25
0.90 1.57
1.99 2.95 3.93 5.14 5.67 7.10
8.56
10.17 11.53
12.26
13.51 14.55
18.47
1.69
5.98 29.77
50
100
1.07 1.71
1.16 1.84
2.16 3.26 4A EE 6.59 8.28
2.33 3.57 4:91 6.75 7.61 9.58
10.03
11.68
12.01 13.56
14.13 15.86
14.24
16.45
15.52 16.63
7.751 8.88
20.87
23.45
24.20
28.77 32.64
200
1.25 1.98
2.50 3.88 5AS 7.65 8.72 11.05
13.54
16.56 18.50
18.96
20.20 21.36
26.25
26.81
29.56
31.67 35.53
34.72 38.48
500
1.36 2.16
2.72 4.32 6.20 9.00 10.43 13.28
16.43
20.40 22.58
22.88
23.91 25.01
30.30
33.46 138.971142.49
1000
The uPPr
1.46 2.3-0
bound dthe n
2.89 4.68 6.84 10.19 11.95 15.28
18.98
23:88 26.25
26:39
27.09 28.22
33.67
36.59
42.41 45.65
" e Co tidenoe interval at 9096 cortiderane level is the value which 5% of the simulated quandle values far a given frequency are greater titan.
These precipbuon frequency estlauft are based on a RadjaLdureton see ies, ARi Is the Average Recurrence interval.
Please refertc the dw-umentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Preci itation Frequency Estimates inches
ARI 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 ZZ
min min min min min min hr hr hr hr hr da da da da da
r�
http://hdse.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena... 12/7/2007

Precipitation Frequency Data Server
Page 2 of 4
1 1
10 49110.78
0.98
1.34
1.67
1.97
2.11
I
3:02
3.56
4.17
4.66
5.37
6.06
118.17
10.15
12.64
15.2.1
0
0.58
0:93 L 17
1.62
2.03
2.41 2.57
3.18
3:i68
4.33
5.05
5.62
6.47
7.26
9.74
12:05
14:94
17.92
0
0.68
1:08 1.37
1.95
2.5-
3:04 3.26
.04
4.72
5.59
6.46
7:11
8.12
8.96
11.85
14.46
17.68
20:94
10
0.75
1.20 1.52
2,Z0
2.87
3.57 3.85
4.79
5.62
6.68
7.66
8.35
9.47
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1356
16:37
19.87
23:31
25
0.84
1.34 1.71
2,52
3.36
4.31 4.71
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6.92
8.31
9.43
10.16
11.42
12:40
�5.96
18:99
22.86
26.46
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1.45 1.84
1.56 1.97
2.77
3.02
3.76
4.16
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5.60 6.24
6.79
7.81
8.07
9.72
10.97
11.68
13. 22
14.04
17.89
21.03
25.18
28.86
100
0.98
9.32
11.27 12.64
13.32
14.71
15.77
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23.10
27.50
31.20
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1.05
1.13
1.66 2.16
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3.26
3.58
4.58
5.14
6.30 7.10
7.32 8.37
8.90
10.55
10,70
12.78
12.99 14.49
15.57 17.20
15.10
17.75
16.49
19.03
17.59
20.16
21.95
24.77
25.18
27.97
29.83
32.91
33.48
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w.o, w r:o - w..w: -: u-111-1 eau 4-luia vaiuem rur a unerl aeguency are rest Alan.
These predpitadon frequency esdmates are based on a nard8l duration maxima seder AM Is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formafng prevents estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates Version, 3
34.133 N 78.083 W 26 ft
49
45
49
3E
36
34
32
30
28
26
24
22
20
18
16
14
12
18
8
6
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0
+ c s 9 0 b 7 0 910 20 30 4050 80100 140 200 300 500 700 1080
Fri Boo 07 15:07:20 2007 peerage Recurrence Interval (years)
Duration
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http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena... 12/7/2007

Precipitation Frequency Data Server Page 3 of 4
Partial duration based Point Precipitation Frequency Estimates Version: 3
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These maps were produced using a direct map Mquest from the
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Tjer. Map Server.
36 o F g4
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type--pf&units=us&series=pd&statena... 12/7/2007

Precipitation Frequency Data Server
Page 4 of 4
Please read dfsclaimerfor more tnjormaffmL
LEGEND
— State Connector
— County Stream
0 Indian Resv M1litary Area
Lake/Pond/Ocean �b. National Park
Street Other Park
--- Expressway [ City
Highway 0 County s 8 mi
Scale 1: 228583 2 q 6' a 1O km
*average --true scale depends on monitor resolution
Other Maps/Photographs -
View. USGS., digital orthophoto quadran_gIe_DO�) covering this location from TerraServer USGS Aerial Photograph
may also be available '
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image. characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find.the. Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
P recipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area regardless of if their data was used in this study. For detailed information about the
stations used in this study,
please refer to our documentation..
Using the National Climatic Data Center's j CDCa station search engine, locate other climate stations within:
+A30 minutes ... OR... L +/-1 degree of this location (34.133/-78.083). Digital ASCII data can be obtained
directly from NCDC.
Hydrameteorohrgical Deslga Studio Center
DOC/NOAAMational weather Service
1325 East -west Highway
haver Spring, MD 20910
[phone]
Qnesdons?: YDSC_QugstionsQnoea.gov
Disclaimer
37 vF g-4
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout-perl?type=pf&units=us&series=pd&statena... 12/7/2007

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION IN.
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 "
North Carolina 34.133 N 78.083 W 26 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonin, D. ivia:uy,, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Dec 7 2007
I ext verslon Elf table. I - l nese Prec'pl'ason rrequencY estimates are based on a bartlal duration series ARI Is the Average Recurrence interval.
Please refer to the documentation for more Information. NOTE: Fornaldng forces estimates near zero to appear as zero.
• --- ----- - --••-r---•••-.......w ..�.. uu a imL= wuow sane& AEU ai ale Average Recurrence Interval.
Please refer to the dQcumerlta6on for mare Information. NOTE: Formidng prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Pre ci itation Intensity Estimates (in/hr.
Alit 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr I day f1 day I al A� I of ;p., I do-lIlao..11A—1
3g ofv ,4
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&staten... 12/7/2007

Precipitation Frequency Data Server
Page 2 of 4
L 1 J
5.88
4.70
3.92
2.69
1.67
0.99
0.70
0.44 0.25 0.15
0.09
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0.03
0.02
0.01
0.01
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7.00
8.12
9.02
10.13
10.96
11.78
12.58
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6.50 5.48 3.90
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8.076.82 5:05
8.72 7.3t5 5.55
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9.97 8.38 6:52
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i 1.33 9.48 7.68
2.03
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1.52
1.79.
0.85
1.08
1.28
0.53 0.31 0:18
0.67 0.39 0.23
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0.13
0:06
0.07
0.04
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0.03
0.04
0.02
0.02
0:02
0:02
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0.02
001
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0.80 0.47
0.28
Fo 161
0.09
0.06
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0.03
0:02
0:02
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50
3,6
3.76
4.16
4.58
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1.57
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0.35
0.20
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0,07
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0:03
0:02
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2,80
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1.49 0.89
0.47
0.54
0.26
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0.14
0:16
0.09
0.10
0.07 0.04
0.07 -
003
0:03
0.03
0.03
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0.02
200
500
1000
13.57
14.40
5.14
5.61
3.66
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2.79
3. I5
1.76 1.06
2.00 1.21
0:65
0.74
0.36
0:41
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0.21
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These precipitation frequency estllnates are based on a oartial duretlon maxima series. ARI Is the Average Recurrence Interval.
Please refer to the documentation for more Information. NOTE: Formatting prevents estimatas near zero to appear as zero.
7
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http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&staten... 12/7/2007

Precipitation Frequency Data Server
Page 3 of 4
120-W 11 a^'w 100, "w 90t'w RaL ia^'w
Z These maps woo produced using a dired map request hom the
,k V.8, Census_BureacMopping-and Carty whic Ftesauree$
Tiger Map Sarver.
Pkase read ite aimerfor more information.
LEGEND
--State
Connector
— County
Stream
C� Indian Resv
A'. Military Area
Lake/Pencil Ocean
National Park
— Street
= Other Park
-- Expressway
= City
Highway
Cunt
y�1
Sca 1 e 1: 228583 ip 2 6$ QB 0 km �8 mi
*average --true depends
scale
on monitor resolution
Other Maps/Photographs -
View..US
GS digital orthophoto_quadrangle_(DOQ) covering thislocation from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photographwith the geometric qualities
of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the_Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Souree; -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the
stations used in this study,
44 a1= S4-
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type--idf&units=us&series=pd&staten... 12/7/2007

RICE CREEK PLANTATION - PHASE 1
REVISED STORMBRAIN CALCULATIONS
(FOR PONDS 7 -10)

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 7 BSH
Q to 1 7,1,.,
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41 dF S4- Revision Date: 14g2007

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 7 SSH
;,Clig7.'Y Drainage Area =
44181 SF
Drainage Area =
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Revision DOw 12rrr2007
t-2 OF E4

RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 7
BOWMAN DESIGN and ENGINEERING
BSH
Q fi'[7.1 p; ":r Drainage Area =
Drainage Area =
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RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 8
BOWMAN DESIGN and ENGINEERING
8SH
«Drainage Area =
1 73182
1SF
Drainage Area =
1.88
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1 1`0
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118
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Surface
Acres C-Va/ue(')
Grass
0,84
0.2
AsphalVRooftop
0 20
0.95
Total A'
1.04
Weighted 'C'
p.34
Intensity'/ ' (a)
7.1
-3a1}t-4'
Drainage Area
58114
SF
Drainage Area =
1.33
Acres
Design Storm =
1°0
-YR storm
Surface
Acres C-value(')
Grass
1."
0.2
AsphalVRooflop
0.29
0.95
Total A'
1.33
Weighted 'C'
Intensity '/'(3)
7.1
Q, = CIA
;. , •. 44
cis
, Drainage Area =
25 823
SF
Drainage Area =
0.50
Acre
Design Storm
1 10
-YR storm
Su face
Acres C-Valug (')
Grass
0.31
0 2
AsphaWRooftop
024 1
096
Total A'
0.59
Weloted 'C'
0.55
Intensity '1'(a)
7.1
Qi = CIA
7 72 ,32°"`..
cts
to A4-4t .
! Drainage Area =
22.802
SF
Drainage Area =
0.52
Acres
Design Storm
1 10 -YR
storm
Surface
Acres C-value(')
Grass
0.50 i
0,2
AsphalVRooftop
002 1
0.95
Total A'
Weighted 'C'
0.52
0.23
Intensity'! ' Ia)
71
Qi = CIA
0.so cfs
_ Revlaion Date: S UNN
J ter .5

RICE CREEK PLANTATION - PHASE 1
BOVWAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 8 BSH
qJ6 OW.
Drainage Area =
40,496 SF
Drainage Area =
1.11
Acres
Design Storm =
1:0
-YR storm
Surface
Acres C-4814enl
Grass
0.39
0.2
AsphaltiRooftop
0.72
0.95
iota/ *
1.11
Weighted 'C'
0.69
Intensity -1 ' I3I
7.1
Qi = CIA
0.41 ...
cis
, • Q/ 8 :,•
Drainage Area =
30 8.39
SF
Drainage Area =
0.71
Acres
Design Storrs =
0
-YR storm
Surface
Acres C-Value ro
Grass
0.33
0.2
Asphalt/Rooftop
038
0.95
Tote/'A'
0.71
Weighted 'C'
0.80
Intensity's ' r'1
7.1
Qi =CIA
hlt 0 ` .
CIS
A Ip QA-I.;
Drainage Area =
27.231
1 SF
Drainage Area =
0:63
1 Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Velum)
Grass
0:43
0.2
AsphaitiRooftop
0.20.
0.95
Total A'
0.63
Weighted 'C'
0.44
Intensity '/
7.1
Qi = CIA
1.4s :
cfe
Q tffpl 40� •�
Drainage Area =
10192
SF
Drainage Area =
0.23
Acres
Design Storm
1 10
-YR storm
Surface
Acres FValue nl
Grass
0.11 1
0,2
Asphalt/Rooftop
0.12
0.95
Total'A'
0.23
Weighted 'C'
0.58
Intensity'/' 13)
7.1
Qt = CIA
#r .
cfs
Q tv:Wwf 1.
Drainage Area =
13,209
SF
Drainage Area =
0,30
Acres
Design Storrs =
10
-YR storm
Surface
Acres C-Value rrr
Gress
0:10 1
0.2
Asphalf/Rooftop
0.20
0.95
Total A'
0.30
Weighted C'
D.89
Intensity -1 ' l,1
7.1
Qi - CIA
t.i9
CIS
� F � T RWalon NO: 17172007

RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 8
BOWMAN DESIGN and ENGINEERING
BSH
:, IlkWw `_ L Drainage Area =
Drainage Area =
Design Storm =
Surface
Grass
AsphaWRooftop
Tofa/'A'
Weighted 'C'
Intensity 11 ' 13)
Q, = CIA
Q,t0 QX.13: .'Drainage Area =
Drainage Area =
Design Storm =
Surface
Gress
AsphaltlRooftop
Total A'
Weighted 'C'
Intensity'! - (3)
QI = CIA
-Drainage Area =
Drainage Area =
Design Storm =
Surface
Grass
AsphaiVRooftop
Total A'
Weighted 'C'
Intensity'/
Qi = CIA
W�itA-!S." Drainage Area =
Drainage Area =
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Surface
Grass
AspheiVRooftop
Total A'
Weighted 'C'
Intensity 'i
Qi = CIA
Drainage Area=
Drainage Area =
Design Storm =
Surface
Grass
Asphalt/Rooftop
Total A'
Weighted 1C'
Intensity Y ' (a)
Qi = CIA
20.0.87
SF
0.60
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0
-YR storm
Acres
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0,170
02
0.50.
0.95
0.60
0.83
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8.it. • :
cts
11,.3.51
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020
Acres
10
-YR storm
Acres
GValue n1
0.13
02
0.13
0.05
0.26
0.67
7,1
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10.940
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0.25
1 Acres
10
-YR storm
Acres
C-value nI
0-0.2
1 02
0.23
0.95
0.25.
0.89
7.1
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cfs
16.703
1 SF
038
1 Acres
10
-YR storm
Acres
C-Valuer9)
0-09
10.2
0.27
0.05
0.36
0.76
7.1
11 533
SF
0.26
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10
-YR storm
Acres
C-Value r'r
0,13 1
0.2
0.13
0.00
0.28
0.57
7.1
rcf,
1.07
.� ReviWon Date: 12r7r W
0F S9'

RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 8
BOWMAN DESIGN and ENGINEERING
BSH
a tDA 1 .: Drainage Area =
Drainage Area =
Design Storm =
Surface
Grass
Asphalt/Rooftop
Total A'
Weighted 'C'
Intensily'i ' (a)
Qi = CIA
Q:to flA-18
Drainage Area =
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Surface
Grass
Asphalt/Rooftop
Total A'
Weighted 'C'
Intensity'/
4 = CIA
Drainage Area -
Drainage Area =
Design Storm =
Surface
Grass
Asphalt/Rooftop
Total A'
Weighted C'
Intenally'1 ' iai
Qi = CiA
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Drainage Area =
Design Storm =
Surface
Grass
Asphalt/Rooftop
Total 'A'
Weighted C'
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Qi = CiA
4i-t-ZS Drainage Area =
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Surface
Grass
Asphalt/Rooftop
Total A'
Weighted 'C'
Intensity'I 'cal
Qi = CiA
19,929 1 SF
0.25 1 Acres
1:0 -YR storm
Acres C- mm
0.02 1 0.2
0.2.,3 0.95
0,26
0.89
7.1.
, Cfs
27,815
1 SF
0.83
Acres
10
-YR storm
Ades
C-Value ro
0.1'2
0.2
0:51
0.95
0.63
0.81
71
. 341
cfs
14,881
1 SF
.034
1 Alas
10
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Ades
C-Valuenr
0.17
0.2
0.17
Q:95
0.34
0.57
7.1
b'
cfs
18 91>2
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0.43
1 Ades
10
-YR storm
Ades
C-Valuenr
0,18
1 0.2
025
0.95
0.43
0.63
7.1
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54.384
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1.25
f Acres
10
-YR storm
Ades
C-Value ni
0.89
1 0.2
0.36
10.95
1.25
0.42
7.1
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cfe
TU OF 5 �'
Revision Dsh: 1477=07

RICE CREEK PLANTATION - PHASE 1
BOWMAN DESIGN and ENGINEERING
STORM DRAIN CALCULATIONS FOR POND 8 eSH
t p.$pi
Drainage Area -
0,482 SF
Drainage Area =
015
Acres
Design Stone =
1 10
-YR storm
Surface
Acres C-Value rtl
Grass
0.05
0,2
AsphaWRoottop
0.00
0.95
Total A'
0.15
Weighted V
0.65
Intensity l ' (3)
71
Qm = CIA
il.m .:
. ds
4 tu:l5ti
Drainage Area =
19,20,4
SF
Drainage Area =
1 0,44
1 Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (,
Grass
0.2.3
0.2
Asphalt/Roottop
0.21
095
Total A'
0.44
Weighted 'C'
0.58
Intensity'/ ' tam
7.1
04 = C/A
1.T4": `.:
Cis
4t01�24` .
Drainage Area =
1 14.295
SF
Drainage Area =
0 ...
Acres
Design Storm
1 10
-YR storm
Surface
Acres C-Value (,
Grass
0.14
0.2
Asphalt/Rooftop
019
0.95
Total A'
0.33
We/ghted 'C'
0.63
Intensity'/'(8)
7.1
Qm = CIA
1.4#: ".
cis
Q tsi 17uA-2G
Drainage Area =
31,984
SF
Drainage Area =
0.73
Acres
Design Storrs
I to
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Surface
Acres C-Value(,
Grass
0.54
0.2
Asphait/Rooftop
019
0.95
Total A'
0.73
Weighted 'C'
0.39
Intensity 'I ' r'r
7.1.
Qi = CIA
05 :'.
ors
Q. tp.DA=21k
' Drainage Area =
24.748
SF
Drainage Area =
0.57
Acres
Design Storrs =
10
-YR storm
Surface
Acres C-Value n)
Grass
0.57
0.2
Asphalt/Rooftop
000
0.95
Total A'
0.57
Weighted V
0.20
Intensity '/ ' (3)
7.1
Qm = CIA
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ors
RevWan We: 12r72OD7

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RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 9
BOWMAN DESIGN and ENGINEERING
BSH
4 011A.4�1 , ,; Drainage Area =
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0.69
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RICE CREEK PLANTATION - PHASE 1
STORM DRAIN CALCULATIONS FOR POND 10
BOWMAN DESIGN and ENGINEERING
BSH
b.'.; Drainage Area =
Drainage Area =
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Sumacs
AsphaWRoottop
Grass
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SF
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53195
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1.29
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Acres
C-Value(,
0.47
D.95
075
0.2
1.22
0.49
71
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cf,
42.371
1 SF
0.97
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10
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Acres
C-Valus0)
0.36
0.95
0.81
0.
0.97
1.
0.48
Efi:rxe
4i 044
SF
1
0.94
1'0
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C-Vahre nJ
0.39
1 06
055 .
0.2
0.94
0.61
7.1
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40.730
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0.94
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10
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C-Va/ue nJ
0,55 1
0.95
0.30 10.2
0.94
0.84
7.1
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17.073 1
SF
0.38
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C-Value(l)
0"02
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4 ' �� RWslon Daft: 17J72007

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