SW8061005_Historical File_20070219

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
February 19, 2007
Steve Shuttleworth, Member/Manager
Cypress Grove Land, LLC
7741 Market Street, Unit H
Wilmington, NC 28411
Subject: Stormwater Permit No. SW8 061005 Correction
Tarin Woods
High Density Subdivision Project
New Hanover County
Dear Mr. Shuttleworth:
The Wilmington Regional Office issued Stormwater Management Permit No. SW8 061005
dated February 6, 2007, for development at Tarin Woods. The built upon area on page three was
omitted in item I. (7) (b) for each basin. Please replace Page 3 of the permit with the attached,
corrected page.
The corrections listed above do not impact the approved plans or permitted stormwater control
system.
7215.
If you have any questions, please do not hesitate to call Mary Jean Naugle or me at (910) 796-
Sincerely
—�
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENBlmjn: S:1WQSISTORMWATERtPERMIT1061005 feb07
cc: Howard Resnik, P.E., Coastal Site Design, PC
New Hanover County Inspections
Beth E. Wetherill, New Hanover County Engineering
M. J. Naugle
1i11ikr-ington Regirenel Office
Central Files
A'Al Carolina
ta; ,
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.nemm=uality.org Fax [phone]
An Equal Opportunely/Afflrmative Action Employer — 50% Recycled/10% Post consumer Paper

State Stormwater Management Systems
Permit No. SW8 061005
7. The following design elements have been permitted for this infiltration basin
stormwater facility, and must be provided in the system at all times.
Units
Basin 1
Basin 2
Basin 3
Basin 4
a. Drainage Area
Onsite
Offsite
Acres
ft2
ft2
4.55
198,207
0
8.4
366,083
0
11.49
500,519
0
13.5
588,192
0
b. Total Impervious Surfaces
OS BUA per lot
OS Buildings/driveways
OS Streets
OS Parking
OS Sidewalks
Offsite
ft2
78,742
4000
52,000
24,155
0
2,587
0
181,734
4000
123,000
52,099
0
6,635
0
224,726
4000
160,000
56,971
0 '
7,755
0
290,495
4000
185,000
96,044
0
9,451
0
c. Design Storm
inches
3
3
3
3
d. Infiltration Basin Depth
feet
1.6
1.8
1.8
3.3
e. Bottom Elevation
FMSL
19
18
22
24
f. Surface Area @ Bottom
ft2
11,772
23,486
32,966
16,292
g. Storage/bypass Elevation
FMSL
20.6
19.8
23.8
27.3
h. Storage Volume
W
20,195
45,466
56,820
72,714
i. Top of Soil
Murville/
Seagate
Murville/
Leon
Murville\
Leon
Lynn Haven
j. Storage/Bypass .Elevation
FMSL .
18.2
19.8
23.8
24
k. Expected Infiltration Rate
In/hr
2
2
2
10
I. Time to drawdown
hours
11
12
12
9.
m. Receiving Stream
Everett Creek
same
same
Same
n. River Basin
Cape Fear
"
"
It
o. Stream Index Number
18-87-29
p. Classification of Water Body
SA;HWQ
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, including driveways and sidewalks, does not exceed the allowable
built -upon area. 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. 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 3 of 8

State Stormwater Management Systems
Permit No. SW8 061005
7. The following design elements have been permitted for this infiltration basin
stormwater facility, and must be provided in the system at all times.
Units
Basin 1
Basin 2
asin 3
asin 4
a. Drainage Area
Onsite
Offsite
Acres
ft2
ft2
4.55
1983207
0
8.4
366,083
0
11.49
500,519
0
13.5
588,192
0
b. Total Impervious Surfaces
OS BUA per lot
OS Buildings/driveways
OS Streets
OS Parking
OS Sidewalks
Offsite
ft2
178,742
4000
52,000
24,155
0
2,587
0
181,734
4000
123,000
52,099
0
6,635
0
224,726
4000
160,000
56,971
0
7,755
0
290,495
14000
185,000
96,044
0
9,451
0
c. Design Storm
inches
3
3
3
3
d. Infiltration Basin Depth
feet
1.6
1.8
1.8
3.3
e. Bottom Elevation
FMSL
19
18
22
24
f. Surface Area @ Bottom
ft2
11,772
23,486
32,966
16,292
g. Storage/bypass Elevation
FMSL
20.6
19.8
23.8
27.3
h. Storage Volume
W
20,195
45,466
56,820
72,714
i. Top of Soil
Murville/
Seagate
Murville/
Leon
Murvillel
Leon
Lynn Haven
j. Storage/Bypass Elevation
FMSL
18.2
19.8
23.8
24
k. Expected Infiltration Rate
In/hr
2
2
2
10
1. Time to drawdown
hours
11
12
12
9
m. Receiving Stream
Everett Creek
same
same
Same
n. River Basin
Cape Fear
It
o. Stream Index Number
18-87-29
It
p. Classification of Water Body
SA;HWQ
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, including driveways and sidewalks, does not exceed the allowable
built -upon area. 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. 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.
Paae3of8

of W A rF
r
> y
O NC
February 6, 2007
Steve Shuttleworth, Member/Manager
Cypress Grove Land, LLC
7741 Market Street, Unit H
Wilmington, NC 28411
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: Stormwater Permit No. SW8 061005, Tarin Woods
High Density Subdivision Project, New Hanover County
Dear Mr. Shuttleworth:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Tarin Woods on October 10, 2006. Additional information was submitted on November 28, 2006,
January 10, 23, and 31, 2007 to complete the application. 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 21-1.1000. We are forwarding Permit No. SW8 061005 dated February 6, for the
construction of the project, Tarin Woods.
This permit shall be effective from the date of issuance until February 6, 2017, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements of this permit. Monitoring wells are required on each
infiltration basins with recordkeeping and maintenance. 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 sixty (60) 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
Mary Jean Naugle, or me at [phone].
Sincer ,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/mjn: S:1WQSISTORMWATIPERMIT1061005 feb07
cc: Howard Resnik, P.E., Coastal Site Design, PC
New Hanover County Inspections
Beth E. Wetherill, New Hanover County Engineering
M. J. Naugle
Wilmington Regional Office None Caro; a
Central Files �a kna, AA�
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer —50% Recycled/10% Post Consumer Paper

State Stormwater Management Systems
permit No. SW8 061005
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STOR I 'ER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
accordance with the provisions of Article 21 of Chapter 143, and General
Statutes
of
In applicable Laws, North Carolina as amended, and other app
PERMISSION IS HEREBY GRANTED TO
Steve Shuttleworth, Member/Manager and Cypress Grove Land, LLC
Tarin Woods
1200 Lt. Congleton Road, New Hanover County
FOR THE
construction, operation and maintenance of an infiltration basin in compliance
with the
provisions of 15A NCAC 2H .1000 (hereafter referred to asthe
,st r otheraer rulesupponagnd
the approved stormwater management plans and specifics
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
This lermit shall be effective from the date of issuance until February E, 2017 and shall
be suyect to the following specified conditions and limitations:
►. DESGN STANDARDS
This permit is effective only with respect to the nature an d volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1(7) on page 3 of this permit. The subdivision is
permitted for 130 lots; each allowed 4000 per lot square feet of built -upon area.
\ ��pproved plans and specifications for this project are incorporated by reference
Id are enforceable parts of the permit.
stormwater collection, treatment, and discharge systems must be located in
sr dedicated common areas or recorded easements . The final plats for the
ict will be recorded showing all such required easements, in accordance with
oproved plans.
off from built -upon areas on the lot must drain into the permitted system.
'ng wells shall be provided around each infiltrati on basin of o this trice and maintained as described in Section II (9) ( )
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 061005
7. The following design elements have been permitted for this infiltration basin
stormwater facility, and must be provided in the system at all times.
Unfts
Basin 1
BaMn 2
Basin 3
Bit 4
a. Drainage Area
Offsite
Offsite
Acres
ft2
ft2
4.55
198,207
0
8.4
366,083
0
11.49
500;519
0
13.5
588,192
0
b. Total Impervious Surfaces
Lots @ BUA per lot
OS Buildings/driveways
OS Streets
OS Parking
Sidewalks
Offsite
i
ft2
78,742
tbd
52,000
24,155
0
2,587
0
181,734
tbd
123,000
52,099
0
6,635
0
224,726
tbd
160,000
56,971
0
7,755
0
290,495
tbd
185,000
96,044
0
9,451
0
c. Design Storm
inches
3
3
3
3
d. Infiltration Basin Depth
feet
1.6
1.8
1.8
3.3
e. Bottom Elevation
FMSL
19
18
22
24
f. Surface Area @ Bottom
ft2
11,772
23,486
32,966
16,292
g. Storage/bypass Elevation
FMSL
20.6
19.8
23.8
27.3
h. Storage Volume
W
20,195
45,466
56,820
72,714
i. Top of Soil
Murville/
Seagate
Murville/
Leon
Murvillel
Leon
Lynn Haven
j. Storage/Bypass Elevation
FMSL
18.2
19.8
23.8
24
k. Expected Infiltration Rate
In/hr
2
2
2
10
I. Time to drawdown
hours
11
12
12
9
m. Receiving Stream
Everett Creek
same
same
Same
n. River Basin
Cape Fear
o. Stream Index Number
18-87-29
p. Classification of Water Body
SA;HWQ
"
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, including driveways and sidewalks, does not exceed the allowable
built -upon area. 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. 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 3 of 8

State Stormwater Management Systems
Permit No. SW8 061005
4. 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.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. Infiltration systems should not be used
as erosion control devices, due to the potential clogging. 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.
8. 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.
9. 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 re -vegetation 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.
h. The water level in the .monitoring wells will be recorded after a 1-inch
rainfall event and at least once a month. Chronic high water table
elevations (within 1 foot of the bottom of the system for a period of three
months) shall be reported to DWQ immediately. Monitoring well
observations, made by a certified soil scientist, shall be retorted to DWQ
regional office supervisor semi-annually.
10. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 061005
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior 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.
13. 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 061005, as issued
by the Division of Water Quality under NCAC 2H.1000 for Tarin Woods.
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.
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 4000 per lot 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- The approved Operation and Maintenance Plan must be followed in its
entirety, maintenance, and reporting must occur at the scheduled
intervals.
h. All runoff on the lot must drain into the permitted system. This may be
accomplishers 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.
i. Built -upon area in excess of the permitted amount will require a permit
modification.
14. 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.
15. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 061005
16. 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.
Ili. 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.
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 re -issuance 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 sixth day of February 2007.
NORTH ROLINA E O"NTAL MANAGEMENT COMMISSION
Aian VV. KlimeK, F'.t., uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 061005
Tarin Woods
Stormwater Permit No. SW8 061005
New Hanover 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 7 of 8

State Stormwater Management Systems
Permit No. SW8 061005
Page 2 of 2
Certification Requirements:
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.
16. Monitoring wells are installed around each infiltration basin to ensure
proper drawdown.
17. An Operation and Maintenance Plan has been established with a
recordkeeping and reporting system in place as required in the Permit and
Infiltration Supplements.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
Page 8 of 8

OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
LO to Div
6l5
$ O 1605
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Mailing Address for person listed in item 2 above:
7 741
City: State: /(%G Zip:
Telephone Number:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, [.y letters, operation and maintenance agreements, etc.):
—7':r n noa r
5. Location of Project (street address):
City: 6j; I'M f,41n County: ty /�ewner¢�
6. Directions to project (from nearest major intersection):
4&m rAferxado.+• of US,17( .c,' AG /3Z 1, "Art A. taiesc V4. (
Pt �►�► /'�9,.r�(e G�at� W. (sP,�,_ l,¢�), Tgge- Of A, 44�1 Ao(.
7. Latitude: ,34 D% AC fill Longitude:__ 77 .f ,3 Zc 14 of project
8. Contact person who can answer questions about the project:
Name: zt" P Telephone Number: (9/0
IL PERMIT INFORMATION:
1. Specify whether project is (check one)
New
Form S % U-101 Version 3.99 Page 1 of 4
Renewal Modification

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number 411A and its issue date (if known) ,�
3. Specify the type of project (check one):
Low Density C High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major K Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
"XIMMIi✓iy�i
2. Stormwater runoff from this project drains to the G.PQ— River basin.
3. Total Project Area: �671 4� acres
5. How many drainage areas does the project have?
4. Project Built Upon Area: 3W, !f— %
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area I
Drainage Area 2
Receiving Stream Name
Receiving Stream Class
Drainage Area
Existing Impervious* Area
Proposed Impervious*Area
% Impervious* Area (total)
Impervious` Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
On -site Streets
On -site Parking
On -site Sidewalks
Other on -site
Off -site
Total:
Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
ic
OCT 1 0 2006
Form SWU-101 Version 3.99 Page 2 of 4
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7. How was the off -site impervious area listed above derived? AA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
Z. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will nin with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
,177
CCIT 1 0 200E
BX:
Form SWU-101
Version 3.99 Page 3 of 4
""` `

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form Ar
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management A if,
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): CD�tSI+�� See De iar, . f G NDwa /CP.sn�� i7
Mailing Address: P,0 , B"'e
City: �tJ. ' A(CG Zip: Z ,404"
w �nti,�d� State:
Phone: ( 910 ) '791 A01 Fax: ( 9to 1 79 / / S-0 (
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person :fisted in General Information, item 2) 516Eye 5—Ace Afte s4wryA
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in ormance with the approved plans, that the required deed restrictions
and protective covena wi be r d, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. /�_1
Date: 10 - (g - O Le
Ci,T 1 0 20106
Form SWU-101 Version 3.99 Page 4 of 4

Permit No. SW 806 (00
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name :
Contact Person: Ns6✓otry( P05 Phone Number: ( 9(0) 79/ •FW /
This worksheet applies to: Basin No. Z in Drainage Area gr
(as identified on plans) (from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
l"%r-140 LIWIt
Z. 0 r cf/hr/sf (circle appropriate units)
Id"O fmSl (Seasonal High Water Table elevation)
1. f— inch (1. S inch event for SA waters,1 inch event for others)
ZZ,-733 c.f. 7r /. S inc�/ �f ��G a� - 3 iko�
0 - days
'#= Z SO ft. x to ft. = Z3, o08C sq. ft. (bottom dimensions)
4,C /lo c.f.
/910 finsl
19, ® finsl G1"T 1 a 2006
Zo,O finsl
Form SWU-103 Rev 3.99 Page 1 of 3

III. 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 that 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. Attach justification if a requirement has not been met.
Applicants Initials
IM a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100 feet from water supply wells.
c. Bottom of system is at least 2 feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. System is not sited on or in fill material or DWQ approval has been obtained.
f. System is located in a recorded drainage easement for the purposes of operation and
(20 8C ROW) maintenance and has recorded access easements to the nearest public right-of-way.
g. Drainage area for the device is less than 5 acres. 1Pt2e��'4'L MEAT sE ItL tcatl t'otvD
-toN►- i,2�t�C, V4e-LL P2o�1tDt-p,
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached. C�3'1)
#Ae. j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
rIQ. m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
P w;&() length is 50 feet for SA waters, 30 feet for other waters).
A j! . o. Flow distribution mechanism within the basin is provided.
p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
114 r. System is designed to draw down the design storage volume to the proposed bottom
elevation ender seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
GGZ I
Form SWU-103 Rev 3.99 Page 2 of 3
Lm —.

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads _ 9. feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
(o • 'M O N ITn R � N C, v4E L.LS AFTeZ 1 l mr>_1 1Rr"1N F&u_ A m> oNc E A
I acknowledge and agree by my signature below that I am responsible for the performance of the five
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 and
Address:
Date:— 10 - la — 0 (a
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
1 resident of the subdivision has been named the president.
I, CEAQ� ?. M LAAf CLJ—k%,ti , a Notary Public for the State of AjcK-+t,-, CAAQt l County of
&&--) 8a,J Ov-ey , do hereby certify that �- � � �...� Olr personally appeared before me this Lo
day of 0C_+o a tiV , f and acknowledge the due execution of forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
oo��,l►uless����� �
SEAL @kU. .xP ��y�i�i My commission expiresea
LU otis�y : v
Form SWU-103 R Sr 34k. pJ�,Z ` V Z Page 3 of 3
9"gal110�,�

Permit No. S W U 0(4 (00 s
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name
Contact Person: 9warr'( l7t Phone Number: ( 910 ) 791- W
This worksheet applies to: Basin No. 3 in Drainage Area
(as identified on plans) (from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Me r
2.0 in/hr or cf/hr/sf (circle appropriate units)
Zo. 0 fmsl (Seasonal High Water Table elevation)
<7 inch
ZS{�f0 c.f.
0.5- days
ft. x
bra l3 Z C.
ZZ.o finsl
Z 1 8 finsl
Z 4,e fiml
(3.0 iAr,4 prdOdd)
(1.5 inch event for SA waters, I inch event for others)
-Aar 1. s A,,4 , 5-G, 8to ep ar 3.0 ;+� �•
-'"/- Z� ft. = 3 4 9&'C sq. ft. (bottom dimensions)
Form SWU-103 Rev 3.99 Page 1 of 3

III. 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 that 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. Attach justification if a requirement has not been met.
Applicants Initials
&,iP, a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
#rt. b. System is located at least 100 feet from water supply wells.
Afif, c. Bottom of system is at least 2 feet above the seasonal high water table.
4,lt. d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
11,4 e. System is not sited on or in fill material or DWQ approval has been obtained.
AA f. System is located in a recorded drainage easement for the purposes of operation and
3E mora) maintenance and has recorded access easements to the nearest public right-of-way.
PRC—T�Z_EzZT "L=t-IT S e-WL-1 WL-1 PziV4O
i g. Drainage area for the device is less than 5 acres.<i LO ti_c,R W, WEI.� P2ca�liliL=D.
/i 1 h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached. (?w)
�.�?. j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
lyli�, 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
n. Vegetated filter is provided. for overflow and detail is shown on plans (Required minimum
C3,.l- rA.+: pw-4-0 length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within the basin is provided.
V"f, p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
AC, q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
lyd. s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized. -
G�T
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads i', S� feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
Co, WeLL�p R.GcoROCD AFCUIZ k1NC." RA10M%_L AND p13Ce pt n\Ot'r�•
I acknowledge and agree by my signature below that I am responsible for the performance of the five
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 and
Address:
Ili
Date: t o .1 to 10 (0
Note: The legally responsible party should not be a homeowners association unless more than SO% of the lots have been sold and a
resident of the subdivision has been named the president.
I, r0 t L<gj 1 k ). Mum- a Notary Public for the State of I 0 ('VA% rA rb11 rP_County of
Ne,".) do hereby certify that SSJ ,y SkLAk kA personally appeared before me this
day of OC�O1Q_ V and acknowledge due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand a(A6�F1f; seal,
``es�ve-7-.1
T
SEAL �<fif �o'vm
o 'G�+ ��i I l J . My commission expires
,ri:'� rotary =
00
U
a %Pub��6 `p r70.
2 0
Form SWU-l'tlg®"IWikir", ��Page 3 of 3

Permit No. '!!5 W Z Np 1 db 5
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : 7at r A �✓®®�s
Contact Person: Ay&/Aa pesln/�� ypr Phone Number: (910) 79(--vWJ
This worksheet applies to: Basin No. 4 in Drainage Area
(as identified on plans) (from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
r
/0' U �r cf/hr/sf (circle appropriate units)
740 fmS1 (Seasonal High Water Table elevation)
<3.0 'U'k Pad.0-1a0.
�. inch (1.5 inch event for SA waters, I inch event for others)
3G. 3 5"7 c.f. 4f- S- , aoti 7z71W 3 v ,t..4
O. s-' days
f,4- f ft. X 4 - 8, ft. _ g, sq. ft. (bottom dimensions)
r 7Zo3 c.f.
Zsl'. o frnsl
z7. 3 fmsl
3i.D finsl
Form 5WU-103 Rev 3.99 Page 1 of 3

III. 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 that 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. Attach justification if a requirement has not been met.
Applicants Initials
1 Z. a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
kr2, b. System is located at least 100 feet from water supply wells.
M. c. Bottom of system is at least 2 feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. System is not sited on or in fill material or DWQ approval has been obtained.
it, f. System is located in a recorded drainage easement for the purposes of operation and
anvo) maintenance and has recorded access easements to the nearest public right-of-way.
g. Drainage area for the device is less than 5 acres.<pRE�E� '► r Se—r t- 6 PC,ND
��LoN�Y'oR1NC, vJCU.: P1zo�llDFb,
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached. (50 )
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
/&!. k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
�.2. 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
Af, , m.. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
Af n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
if. o. Flow distribution mechanism within the basin is provided.
I if. p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
Orie, q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
r. System is designed to draw down the design storage volume to the proposed bottom
elevation tinder seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
F-1�'10'k-iT 1 rJ ZUL,
Form SWU-103 Rev 3.99
Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads _%Z�C feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
Mc*(7XtZ1r4ea w/ELLS coP—Det7 1 X"O'\ AIAp 0WC-U- hi KWD -
I acknowledge and agree by my signature below that I am responsible for the performance of the five
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 and Title:
Date: 1 O' (o — D Co
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, a Notary Public for the State of tJor'4 -.. CA*-61*1 �county of
iJ-e ILA0 u-e>r , do hereby cer i that 5+QJu'C S,t� Q t,,�1pY}^�� personally appeared before me this
day of �t p1t,.e� aO6 1,,, and acknowledge due exe tion of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
`eaaaaoaa�eaoao��MkCAIq '
SEAL ���,� oMM pqG 0 My commission expires
rotary
Form SWUf 0;"-- Zev 3.99�' �?�� Page 3 of 3

Permit No. 6 J004 6 l 0 Q 5
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DM Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system,. design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: 1a&A LcJOdr,T
Contact Person: IY32rrWd P&I" %. PE Phone Number: (90 ) ' 9/ W44�-1
This worksheet applies to: Basin No. I in Drainage Area
(as identified on plans) (from orm SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
,rr.)1'k ak &
0.0 in/hr r cf/hr/sf (circle appropriate units)
V fmSI (Seasonal High Water Table elevation)
(3.0 :"4 Prova-0
inch (1.5 inch event for SA waters, 1 inch event for others)
D 9 7 c.f. 4-- �l f-.S�ti r Tyr l gf-
�..� days
t o ft. x //{ 770._ .___sq. $. (bottom dimensions)
Z11095 c.f.
/9, v
finsl
Zo. G
finsl
Zr o
fmsl
7777:: ` , 4 i ce.
:T 1 ® 2006
Form SWU-103 Rev 3.99 Page 1 of 3

III. 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 that 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. Attach justification if a requirement has not been met.
Applicants Initials
a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100 feet from water supply wells.
R. c. Bottom of system is at least 2 feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
At R. e. System is not sited on or in fill material or DWQ approval has been obtained.
,1?. f. System is located in a recorded drainage easement for the purposes of operation and
(70 10 R*fffO) maintenance and has recorded access easements to the nearest public right-of-way.
P�ET'�Esa�N�T S€�"U►NL, Phis �
g. Drainage area for the device is less than 5 acres( t►4Or111_r">.,e14G WELL P?-ovtoty,
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached. (16 4)
��. j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
k,P. k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
i m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
A MA n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
C3 ;-A rd(r a p to&4 O length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within the basin is provided.
I�rQ. p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
114 s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads ___& feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
�, 1��1t�Nt-�(z►rt(°, WF-L-Ls eEFCOepE-p PtF1EQ. IiNCA RAINFAU— AMo once (A motel.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
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.
Date: 16 - La _ 0 (o
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, C0tl•?..2.r a Notary Public for the State of�p1( C�LX611Irn�.County of
") fiN
, wire* , do hereby certi. that Sw,, $ xkViL',' personaL'y appeared bcforc me this
day of Cx D , �o 6, and acknowledge the xecutioil of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
7
SEALQ�;tv�, EXR h..y ,ai�� My commissiolexpires 6
a 'oo �t�l • to � -
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�p
e�\ Cc,T 1 2'?
Form SWU-103 �ReyQk99��,., `� Page 3 of 3
N0

EXHIBIT B
DEED RESTRICTIONS
AND PROTECTIVE COVENANTS
In accordance with Title 15NCAC 2H.1000, the Coastal Stormwater Management Regulations, deed
restrictions and protective covenants are required to ensure that the development maintains a "built -upon"
surface area consistent with the applicable regulation limiting built -upon areas. The following deed
restrictions and covenants will be recorded prior to issuing the Stormwater Management Permit:
1. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SjgE OCo `o05 , as issued by the Division of
Water Quality under NCAC 2H.1000.
2. The state of North Carolina is beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants run with the land and are binding on all persons and parties claiming
under them.
4. 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.
5. Alteration of the drainage as shown on the approved plan may not take place without
the concurrence of the Division of Water Quality.
6. The maximum allowable built -upon area is _4,000 square feet per lot. This allotted
amount includes any built -upon area constructed within the property boundaries, and
that portion of the right-of-way between the front property 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.
7. All runoff from the built -upon areas on the lot must drain into the permitted system.
This will be accomplished through providing roof gutters and drains, grading the
property to drain or grading perimeter swales to collect surface runoff and directing
them into the stormwater system. Site areas that will naturally drain into the system arc
not required to provide these additional measures.
8. Placement of dredged or fill material, disturbance or development within waters of the US
and/ or wetlands without a Department of the Army permit may constitute a violation of
Section 301 of the Clean Water Act. This activity also requires notification to the Division
of Water Quality Stormwater and 401 Wetlands Sections."
JAN 3 12007

Owner's signature:
Printed name and title: �{� A, ��i ,� i-� 1 a�r
Late: 61 1 Z -
I, Cr l L"An P. - t w �-(A, &a Notary Public for the State of NOY-PA CA,VQ JI- V�
County of &)-e,W aka "U -PX , do Hereby certify that �Sj-e�
Personally appeared before me the this day of Ou yLa � , Z 007 and
acknowledge the due execution of the forgoing instrument. Witness my hand and official seal,
�aceo®��/�� OM�c�•,•R,T�Q� s�
�Gv0'VI
I oVe ;
SEAL
My Commission expires OFR— Z 1 —10
JAN 3 12007
WP-) ncoto
--(-\t I r4 -,Icr- >PS

RSV
U L i 1 0 2006
BY: 5WWO 1005
THIS DOCUMENT REGULATES OR PROHIBITS THE DISPLAY OF THE FLAG OF THE UNITED
STATES OF AMERICA OR STATE OF NORTH CAROLINA.
THIS DOCUMENT REGULATES OR PROHIBITS THE DISPLAY OF POLITICAL SIGNS.
PREPARED BY: J.M. Baker, Attorney at Law
RETURN TO: 720 North Third Street, Suite 202
Wilmington, NC 28401
STATE OF NORTH CAROLINA
HANOVER
COUNTY OF NEW
DECLARATION OF COVENANTS CONDITIONS AND RESTRICTIONS
T A R I N W O O D S
THIS DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS, made the day
of 2006 by Cypress Grove Land, LLC hereinafter referred to as "Declarant".
W I T N E S S E T H:
Whereas, Declarant is the owner of certain real property in New Hanover County, North Carolina,
know as "Tarin Woods" which is described in that deed recorded in the Office of the Register of Deeds of
New Hanover County, North Carolina in Book at Page , and described on that plat recorded
in Map Book at Page to which reference is made for a more particular description; and
Whereas Declarant desires to place certain Covenants and Restrictions upon the lands described
shove:
Now, THEREFORE, Declarant declares that the Property described above shall be held, sold and
conveyed subject to the following easements, restrictions, covenants, and conditions, which are for the
purpose of protecting the value and desirability of, and which shall ran with the land and be binding on and
shall inure to the benefit of all parties having any right, title or interest in the Property or any part thereof,
their heirs, successors and assigns.
PCB'1 Q zoos
BY.

ARTICLE I.
DEFINITIONS
SECTION 1. Association shall mean and refer to Tarin Woods Homeowners Association, Inc., a
North Carolina non-profit corporation, its successors and assigns, the owners association organized for the
purposes set forth herein.
SECTION 2. Common Area shall refer to all of that area labeled as Common Area, Open Space,
Active Area, Passive Area or the like upon plat of Tarin Woods and shall be subject to all local, state and
federal rules and ordinances.
SECTION 3. Community Wide Standard. Declarant shall establish initially a standard for the
conduct, construction, maintenance, replacement or other activity generally prevailing at Tarin Woods
pursuant to Architectural Guidelines, Restrictions and Rules. Declarant may unilaterally amend said
standards as the development progresses.
SECTION 4. Declarant shall refer to Cypress Grove Land, LLC, a North Carolina Limited
Liability Corporation, its successors and/or assigns (which designations shall include singular, plural,
masculine and neuter as required by the context).
SECTION 5. Declaration shall mean this instrument as it may be from time to time amended or
supplemented.
SECTION 6. Development Period means the period commencing on the date on which this
Declaration is recorded in the New Hanover County Register of Deeds and terminating on the earlier to
occur of (i) when Declarant no longer owns a Lot in the Subdivision; (h) the date that Declarant relinquishes
in writing Declaranes right to appoint Directors; or (iii) the occurrence of the date ten (10) years from the
date of recording the Declaration, renewable for an additional ten (10) year period with the consent of a
majority of Lot Owners other than the Declarant.
SECTION 7. Lots shall mean and refer to any subdivided lot within the confines of the land
described above together with any dwelling situated thereon.
SECTION 8. Members shall mean and refer to every person or entity that has a Membership in the
Association.
SECTION 9. MembershW shall mean and refer to the rights, privileges, benefits, duties, and
obligations, which shall be inure to the benefit of and burden each Member of the Association.
SECTION 10. Owner shall mean and refer to the record owner, whether one or more persons or
entities, of a fee simple title to any Lot, including contract sellers, but excluding those having such interest
merely as security for the performance of an obligation.
SECTION 11. Pier shall mean all of that area labeled as pier, dock, piling, pier walkway or the like
upon a plat to be recorded in the New Hanover County Registry other than any area dedicated to the sole
possession of a unit or lot owner.
SECTION 12. PrMerty shall mean the Property as defined in the preamble to this Declaration. _ --
L1 0 ZOOf�

ARTICLE II.
PROPERTY RIGHTS AND EASEMENTS
SECTION 1. Owners' Property Rights and Easement of Enjoyment in the Common Area. Every
Owner shall have and is hereby granted a right and easement of enjoyment in existing and any future
Common Areas, if any, which shall be appurtenant to and shall pass with the title to every Lot, subject to the
following:
(a) The Declarant and Association may make and amend reasonable rules and regulations governing
the use of any future Common Areas;;
(b) The Association may levy fines in accordance with the North Carolina Planned Community Act
(Chapter 47F of the North Carolina General Statues).
SECTION 2. Easements in Favor of Declarant and the Association. The following easements are
reserved to Declarant and the Association, their successors and assigns:
(a) Any as shown upon that map of the property recorded in Map Book at Page
of the New Hanover County Registry.
SECTION 3. Other Easements. The following easements are granted by Declarant to others;
(a) an easement is hereby granted to all police, fire protection, ambulance and all similar persons,
companies or agencies performing emergency services, to enter upon all Lots in the
performance of their duties;
(b) in case of any emergency originating in or threatening any Lot or Common Areas, regardless of
whether any Lot Owner is present at the time of such emergency, the Association or any other
person authorized by it, shall bane. the right to enter any Lot for the purpose of remedying or
abating the causes of such emergency and making any other necessary repairs not performed by
the Lot Owners, and such right of entry shall be immediate;
(c) the Association is granted an easement over each Lot for the purpose of providing Remedial
Lot maintenance.
(d) the Declarant reserves the right to subject the real property of this subdivision to a contract
with any and all utility companies as necessary including, but not limited to, installation of street
lighting which may require a continuing installment payment to the utility provider by each
residential customer.
SECTION 4. Nature of Easements. All easements and rights described herein are perpetual
easements appurtenant, running with the land, and shall inure to the benefit of the binding on the Declarant
and the Association, thcir successors and assigns, and any Owner, purchaser, mortgagee and other person
having an interest in the Property or any Additional Property, or any part or portion thereof, regardless of
whether or not reference is made in the respective deeds of conveyance, or in any mortgage or trust deed or
other evidence of obligation, to the easements and rights described in this Declaration.

ARTICLE III.
AMENDMENTS
SECTION 1. Amendment of Declaration by the Declarant. This Declaration may be amended
without member approval by the Declarant, or the Board of the Association, as the case may be, as follows:
(a) in any respect, prior to the sale of the first Lot;
(b) to the extent this Declaration applies to Additional Property
(c) to correct any obvious error or inconsistency in drafting, typing or reproduction;
(d) to qualify the Association or the Property and Additional Property, or any portion thereof, for
tax-exempt status;
(e) to include any platting change as permitted herein;
(f) to conform this Declaration to the requirements of any law or governmental agency having legal
jurisdiction over the Property or any Additional Property or to qualify the Property or any
Additional Property or any Lots and improvements thereon for mortgage or improvement loans
made, insured or guaranteed by a governmental agency or to comply with the requirements of
law or regulations of any corporation or agency belonging to, sponsored by, or under the
substantial control of the United States Government of the State of North Carolina, regarding
purchase or sale of such loss and improvements, or mortgage interests therein, as well as any
other law or regulation relating to the control of property, including, without limitation,
ecological control, construction standards, aesthetics, and matters affecting the public health,
safety and general welfare. A letter from an official of any such corporation or agency, including,
without limitation, the Veterans Administration, U.S. Department of Housing and Urban
Project, the Federal Home Loan Mortgage Corporation, Government National Mortgage
Corporation, of the Federal National Mortgage Association, requesting or suggesting an
amendment necessary to comply with the requirements of such corporation or agency shall be
sufficient evidence of the approval of such corporation or agency, provided that the changes
made substantially conform to such request or suggestion. Notwithstanding anything else herein
to the contrary, only the Declarant, during the Developer Control Period, shall be entitled to
amend this Declaration pursuant to this Section.
SECTION 2. Amendment of Declaration. Except as provided above, the covenants and restrictions
of this Declaration may be amended only by an instrument duly recorded in the Office of the Register of
Deeds of New Hanover County, executed by the duly authorized officers of the Association upon the vote
of not less than two-thirds (2/3) of the Lot Owners; provided that no amendment shall alter any obligation to
pay ad valorem taxes or assessments for public improvements, as herein provided, or affect any lien for the
payment thereof established herein.
ARTICLE IV. © Zoos
HOMEOWNER'S ASSOCIATION BY- `
SECTION 1. Formation of Association. The Association is a nonprofit corporation organized
pursuant to the Nonprofit Corporation Act of the State of North Carolina for the purpose of establishing an
association for the Owners of Lots to (i) own, operate and maintain the Common Areas, (ii) to maintain the
4

Designated Common Area, (iii) to maintain the Limited Common Areas, and (iv) serve as a member of Sea
Breeze Sound, all in accordance with this Declaration, the Association's Charter and Bylaws.
SECTION 2. Membership. Every Lot Owner shall be a Member of the Association. Membership
shall be appurtenant to and may not be separated from Lot ownership.
SECTION 3. Voting Bights. The Association shall have two classes of voting Membership:
(a) Class A. Class A members shall be all Owners with the exception of Declarant, and
shall be entitled to one vote for each lot owned. When more than one person holds an
interest in any lot, all such persons shall be members. The vote for such lot shall be
exercised as they determine, but in no event shall more than one vote be cast with
respect to any lot.
(b) Class B. Class B members shall be the Declarant and shall be entitled to three (3) votes
for each lot owned. The Class B membership shall cease and be converted to Class A
on the happening or either of the following events, whichever occurs earlier:
i. Sale of last lot owned by Declarant
ii. December 31, 2016.
SECTION 4. Government Permits. All duties, obligations, rights and privileges of the Declarant
under any water, sewer, storm water, and utility agreements, easements, and permits for the Project with
municipal or governmental agencies or public or private utility, companies are at all times the responsibility of
the Association.
ARTICLE V.
INSURANCE AND BONDS
If it is economically advantageous to obtain group insurance over individual insurance, the following shall
apply:
SECTION 1. Insurance. It shall be the duty of the Association to maintain in effect casualty and
liability insurance as follows:
(a) Amount and Scope of Insurance. All insurance policies upon the Common Areas shall be
secured by the Board of Directors, or its designee on behalf of the Association which shall
obtain such insurance against loss or damage by fire or other hazards normally insured against
and such other risks, including public liability insurance, as from time to time shall be
customarily required by private institutional mortgage investors for projects similar in
construction, location and use as the Project and the improvements thereon for at least
$1,000,000.00 for bodily injury, including deaths of persons and property damage arising out of a
single occurrence. Coverage under this policy shall include, without limitation, legal liability of
the insureds for property damage, bodily injuries, and deaths of persons in connection with the
operation;
(b) Insurance Provisions. The board of directors shall make diligent efforts to insure that said
insurance policies provide for the following:
(1) a waiver of subrogation by the insurer as to any claims against the AssociUion,_
any officer, director, agent or employee of the Association, the Lot Owners and ;their 2., 3
employees, agents, tenants and invitees; OCT 1 0 2006
5
y:

cash; (2) a waiver by the insurer of its right to repair and reconstruct instead of paying
(3) coverage may not be canceled or substantially modified (including cancellation
for nonpayment of premium) without at least thirty days prior written notice to be named
insured and all mortgagees;
(4) coverage will not be prejudiced by act or neglect of the Lot Owners when said
act or negligent is not within the control of the Association or by any failure of the
Association to comply with any warrant or condition regarding any portion of the Project
over which the Association has no control.
(5) the master policy on the Common Areas cannot be canceled, invalidated or
suspended on account of the conduct of any one or more individual Lot Owners;
(6) the master policy on the Common Areas cannot be canceled, invalidated or
suspended on account of the conduct of any officer or employee of the Board of Directors
without prior demand in writing that the Board of Directors cure the defect and the
allowance of a reasonable time thereafter within which the defect may be cured.
(c) Premiums. All premiums on such insurance policies and any deductibles payable by the
Association upon loss shall be a common expense as described in Article VI, Section 4 herein:
(d) Proceeds. All insurance policies purchased pursuant to these provisions shall provide that all
proceeds thereof shall be payable to the Board as insurance trustee or to such attorney -at -law or
institution with trust powers as may be approved by the Board of Directors;
(e) Policies. All insurance policies purchased by the board of Directors shall be with a company or
companies permitted to do business in the State of North Carolina. All insurance policies shall
be written for the benefit of the Board of Directors and the Lot Owners and any mortgagees as
their respective interests may appear, and shall provide that all proceeds thereof shall be payable
to the Board of Directors and duplicates of said policies and endorsements and all renewals
thereof, or certificates thereof, together with proof of payment of premium, shall be delivered to
the Owners at least ten (10) days prior to the expiration date with respect to the then current
policies. Duplicates shall also be obtained and issued by the Association to each mortgagee, if
any, upon request of such mortgagee;
(f) Individual Policies. The insurance coverage for the individual lots and the structure(s) thereon
shall be purchased as individual policies under such terms and conditions as the Association may
prescribe by the individual lot owners. Each lot shall be insured for its full replacement value;
Lot owners shall also be liable for payment of any claim made against the Association caused
solely by the negligent or willful act or behavior of said owner or their guests.
(g) Distribution of Insurance Proceeds. Proceeds of insurance policy for the Common Areas shall be
distributed to or for the befit of the beneficial owners in the following manner:
(1) all reasonable expenses of the insurance trustee shall be paid or provision made
thereof;
(2) the remaining proceeds shall be used to defray the cost of repairs for the
damage or reconstruction for which the proceeds are paid. Any proceads-feiffaining:afte
defraying such cost shall be distributed to the beneficial owners, including lienholders of
GCT 1 0 2006 ;
6 `

record, or retained by the Association for such common expenses or purposes as the Board
shall determine.
SECTION 2. Fidelity Bond. The association shall maintain blanket fidelity bonds for all officers,
directors, employees, and all other persons handling or responsible for funds of the Association (provided,
however, that if the Association shall delegate some or all of the responsibility for the handling of its funds to
a management agent, such fidelity bonds shall be maintained by such management agent for its officers,
employees and agents handling or responsible for funds of or administered on behalf of the Association).
ARTICLE VI.
COVENANTS FOR ASSESSMENTS
SECTION 1. Creation of the Lien and Personal Obligation of Assessments. Each owner of any Lot,
by acceptance of a deed for the Owner's Lot, whether or not it shall be so expressed in such deed, covenants
and agrees to pay to the Association the following assessments (collectively the "Assessments':
The Assessments, together with interest, costs and reasonable attorney's fees, shall be a charge on
the land and shall be a continuing lien upon the respective Lot against which the Assessments are made. Each
such Assessment, together with interest costs and reasonable attorney's fees, shall also be the personal
obligation of the person who was the Owner of such Lot at the time when the Assessment fell due. The
personal obligation for delinquent Assessments shall not pass to the Owner's successors in title unless
expressly assumed by them.
SECTION 2. Annual Assessments. The board of directors shall adopt a proposed annual budget at
least 90 days before the beginning of each fiscal year. Within 30 days after adoption of the proposed budget
for the Project, the Board of Directors shall provide all of the Lot Owners a summary of the budget and
notice of a meeting to consider its ratification including a statement that the budget may be ratified without a
quorum. The budget is ratified unless, at the meeting, a majority of all the Lot Owners in the Association
rejects the budget. In the event the proposed budget is rejected, the periodic budget last ratified by the Lot
Owners shall be continued until such time as the Lot Owners ratify a subsequent budget proposed by the
Board of Directors. The annual assessment for each Lot shall be established based on the annual budget thus
adopted; provided, however, that the first Annual Assessment shall be set by the Declarant prior to the
conveyance of the first Lot to an Owner. The due date for payment shall be established by the Board of
Directors. The board of Directors shall have the authority to require the assessments to be paid in periodic
installments.
The Association shall, upon demand, and for a reasonable charge furnish a certificate signed by an officer of
the Association setting forth whether the assessments on a specified Lot have been paid.
SECTION 3. Special Assessments for Capital Improvements. In addition to the Annual
Assessments authorized above, the Association may levy, in any assessment year, a Special Assessment
applicable to the year only for the purpose of defraying, in whole or in part, the cost of any construction,
reconstruction, repair, or replacement of a capital improvement upon any current or future Common Areas,
including fixtures and personal property related thereto, provided that any such assessment shall have the
assent of a majority of the members of each class who are voting in person or by proxy at a meeting duly
called for this purpose.
SECTION 4. Insurance Assessments. All premiums on insurance policies purchased by the Board of
Directors or its designee and any deductibles payable by the Association upon r#ss-hl be. —a--, ciori; '
expense, and the Association may in any assessment year levy against the OwnLs-�equallyan ,"Insurance
`� 1 0 2006

Assessment", in addition to the Annual Assessments, which shall be in an amount sufficient to pay the annual
cost of all such deductibles and insurance premiums not included as a component of the Annual Assessment,
SECTION 5. Rate of Assessment. The Association may differentiate in the amount of Assessments
charged when a reasonable basis for distinction exists, such as between vacant Lots of record with completed
dwellings for which certificates of occupancy have been issued by the appropriate governmental authority, or
when any other substantial difference as a ground of distinction exists between Lots. However, Assessments
must be fixed at a uniform rate for all Lots similarly situated.
SECTION G. Working Capital. The Association is authorized to establish an amount to be collected
from each purchaser of a Lot(s) to be set aside in reserve.
SECTION 7. Commencement of Assessments. Assessments for each Lot shall commence upon the
date of acceptance by an Owner of a deed from Declarant.
SECTION 8. Declarant Obligation for Assessments. Declarant shall be responsible to cover any
budget shortfall; specifically the difference between the actual expenses charged the association less lot owner
contributions.
SECTION 9. Effect of Nonpayment of Assessments and Remedies of the Association. Any
assessment or installment thereof not paid within (30) days after the due date shall bear interest from the due
date at the highest rate allowable by law. The association may bring an action at law against the Owner
personally obligated to pay the same, or foreclose the lien against the Owner's Lot. No Owner may waive or
otherwise escape liability of the Assessments provided for herein by non-use of the Common Area or
abandonment of his Lot. All unpaid installment payments of Assessments shall become immediately due and
payable if an Owner fails to pay any installment within the time permitted. The Association may also establish
and collect late fees for delinquent installments.
SECTION 10. Lien for Assessments. The Association may file a lien against a Lot when any
Assessment levied against said Lot remains unpaid for a period of 30 days or longer.
(a) The lien shall constitute a lien against the Lot when and after the claim of lien is filed of record
in the office of the Clerk of Superior Court of the county in which the Lot is located. The
Association may foreclose the claim of lien in like manner as a mortgage on real estate under
power of sale under Article 2A of Chapter 45 of the General Statutes. Fees, charges, late charges,
fines, interest, and other charges imposed pursuant to Sections 47-E-3-102, 47F-3-107A and
47F-3-115 of the Act are enforceable as Assessments.
(b) The lien under this section shall be prior to all liens and encumbrances on a Lot except (i) liens
and encumbrances (specifically including, but not limited to, a mortgage or deed of trust on the
Lot) recorded before the docking of the claim of lien in the office of Clerk of Superior Court,
and (ii) liens for real estate taxes and other governmental assessments and charges against the
Lot.
(c) The lien for unpaid assessments is extinguished unless proceedings to enforce the tax lien are
instituted within three years after the docketing of the claim of lien by the office of the Clerk of
Superior Court.
(d) Any judgment, decree, or order in any action brought under this section shall include costs and
reasonable attorney's fees for the prevailing party.
(e) Where the holder of a first mortgage or deed of trust of record, or oth r, purhaspx of a'Lot '-'
obtains title to the Lot as a result of foreclosure of a first mortgage or st deed of trust, such
purchaser and its heirs, successors and assigns shall not be liable for the A sessments against the
8 BY: __

Lot which became due prior to the acquisition of title to the Lot by such purchaser. The unpaid
Assessments shall be deemed to be common Expenses collectible from all the Lot Owners
including such purchaser, its heirs, successors and assigns.
(f) A claim of lien shall set forth the name and address of the association, the name of the record
Owner of the Lot at the time the claim of lien is filed, a description of the Lot, and the amount
of the lien claimed.
SECTION 1 L. Common Surplus. If the Annual Assessments collected in any given year is in excess
of the actual Common Expenses for that year, the Association may, at its sole discretion credit each Owner's
share of the Common Surplus to each Owner's payment as for the Annual Assessment for the following year.
ARTICLE VII.
ARCHITECTURAL CONTROL
SECTION 1. Committee Established. The Association shall at all times have as a standing
committee an architectural control committee, consisting of one or more persons. Each Committee member
is appointed by, and serves at the pleasure of, the Board, unless the Board from time to time constitutes itself
as the Committee. The Board from time to time may designate alternate members, to serve in the absence of
any regular member. Absent Board action to the contrary, the Board is deemed to have constituted itself as
the Committee.
Committee members need not be Directors but must be a lot owner. No Committee member is entitled to
compensation for services performed; but the Board may employ independent professional advisors to the
Committed and allow reasonable compensation to such advisors from Association funds. Any Committee
action may be taken by a simple majority of its members, with or without a formal meeting or joint
deliberation, so long as each member is informed in advance of the action proposed.
SECTION 2. Developer's Rights. All duties and responsibilities conferred upon the .Architectural
Review Committee by this Declaration or the By -Laws of the Association shall be exercised and performed
by the Declarant or its Designee, so long as the Declarant shall own any lot in Tarin Woods or any additions
annexed thereto by Supplemental Declaration or Amendment.
SECTION 3. Committee Authority. The Committee has full authority to regulate the exterior
appearance of the Lots to: (i) assure harmony of external design and location in relation to surrounding
buildings and topography; and (ii) to protect and conserve the value and desirability of the Properties as a
residential community. The power to regulate includes the power to prohibit those exterior uses, structures,
conditions, or activities inconsistent with the provisions of this Declaration or otherwise contrary to the best
interests of all Homeowners in maintaining the value and desirability of the Properties as a residential
community.
SECTION 4. Committee Approval. No building, improvement, structure, addition, landscaping,
attachment, condition, excavation, alteration, or change (including any color change) may be made, installed,
maintained, restored, or permitted to remain on or to the exterior of any Lot, unless made, installed,
maintained, or restored, as the case may be, substantially in compliance with plans and specifications reviewed
and approved by the Committee in advance. Notwithstanding the foregoing, the Committee's approval is not
required for (i) interior areas of a building, (ii) restoration of any previously approved building, structure, or
other item that is substanLLally identical in all respects to the original work, as approved, or (iii) for any item
that is concealed from view by improvements, structures, fencing, vegetation, or other items previously
approved or installed.
SECTION 5. Obj_ective Standards. In addition to any other express standard that may be provided
by this Declaration, all actions by the Committee must: (i) assure harmony of external design, materials, and
6-3 =--

location in relation to surrounding buildings and topography within the Properties; and (ii) protect and
conserve the value and desirability of the Properties as a residential community; and (iii) not conflict with the
express provisions of the Legal Documents; and (iv) otherwise be in the best interests of all Homeowners in
maintaining the value and desirability of the Properties as a residential community.
SECTION 6. Rules and Regulations. The Committee from time to time may adopt and amend
reasonable, uniform rules and regulations as to all matters within the scope of its authority, including
procedural matters, so long as such rules and regulations are (i) consistent with the provisions of the Legal
Documents; and (ii) if the Board has not constituted itself as the Committee, approved by the Board before
taking effect. Rules and regulations adopted pursuant to this Section have the same force and effect as the
Association's other rules and regulations and are enforced by the Board in the name of the Association.
SECTION 7. Subjective Judgment. In addition to complying with the objective standards of this
Declaration, Developer specifically intends the Committee members to exercise an informed, subjective
aesthetic judgment as to any matters within the Committee's authority that is conclusive and binding upon
any person affected, absent bad faith, mistake, or deliberate intentional discrimination that cannot be justified
on any rational basis. Without limitation, and in recognition of the fact that each Lot is unique, no
Committee action with respect to any particular Lot necessarily is of any precedential value with respect to
any other Lot. Specifically, the fact that the Committee may have approved or denied a particular installation,
condition, activity, or item with respect to any particular Lot does not, by itself, constitute grounds for
requiring such approval or denial with respect to any other Lot. Each application for Committee action must
be evaluated on its own merits, with the Committee exercising the broadest discretionary judgment that is
consistent with the requirements of this Declaration.
SECTION 8. Review. The Board from time to time may appoint one or more persons to make
preliminary review of any applications to the Committee and report such applications with such person's
advisory recommendations for Committee action. If the Board has not constituted itself as the Committee,
provision must be made for review by the Board of Committee decisions at the request of the applicant,
subject to such reasonable limitations and procedures as the Board considers appropriate. The Association's
procedures for review and enforcement of the provisions of this Article in all events and at all times must
provide any affected person with reasonable advance notice and a reasonable opportunity to be heard in
person and through appropriate representatives of such person's choosing in a reasonably impartial manner.
SECTION 9. Applications. Any applications for Committee approval must be accompanied by three
sets of plans and specifications, together with such renderings, samples, models, and other information as the
Committee reasonably may require. Any application submitted other than by a Homeowner must attach the
Homeowner's written consent to the approval requested. Any application for installation of any building or
other permanent structure must include a landscaping plan and detailed plot plan of any permanent
improvements and structures. If requested, the Committee may require the preliminary staking of such
improvements and structures according to such plan for Committee inspection. Any application for the initial
installation of any residential dwelling also must include a grading and drainage plan and tree survey. Any
costs of filing and processing an application pursuant to this Article are at the expense of the applicant; and
the Association also may impose a reasonable, uniform application fee to defray its costs.
SECTION 10. Procedure. Within 60 days after receiving an application, the Committee either must
approve the application as submitted or notify the applicant of (i) the Committee's intent to deny the
application, or (ii) any additional plans, specifications, drawings, or other items that the Committee will
require to act upon the application, or (iii) both of the foregoing. Tlie Committees failure to so notify the
applicant is an approval of the application submitted. Upon receiving the foregoing notice, the applicant may
request a hearing before the Committee, at which the applicant, personally and through representatives of the
applicant's choosing, is entitled to a reasonable opportunity to be heard in a reasonably impartial manner,
after reasonable advance notice. No particular formality is required for any of the Committee's proceedings; --
including any hearing, nor is any record required other than a written statement faiky summarizing the
lit, 1 1 V 20106
10
DY: {

material features of any Committee action. Unless the applicant agrees otherwise, the Committee must
approve or disapprove any application within 75 days after receipt.
SECTION 11. Approval. The Committee's approval is deemed given under any of the following
circumstances: (i) the Committee fails to deny any application within 75 days after receipt, unless the
applicant agrees to a longer period of time; or (ii) the Committee fails to notify the applicant of its intent to
deny an application, or that further information is required, within 60 days after receipt of an application; as
provided in the preceding Section; or (in) no suit, action, or other proceeding is instituted by the Association
within one year after substantial completion with respect to any use, activity, structure, installation, condition,
or other item installed, maintained, or restored without application to the Committee. In all other events, the
Committee's approval must be in writing and endorsed upon two sets of the plans and specifications, one of
which must be returned to the applicant and one retained in the Association's permanent records for a period
of at least five years. Upon completion of the approved work, the applicant and any architect, engineer,
contractor, or other responsible professional must certify to the Association in writing that the work has been
completed substantially according to the approved plans and specifications; and no Statute of Limitations
begins to run in favor of any Homeowner or other applicant with respect to any substantial non -conformity
to the approved plans and specifications until such certificate is filed.
SECTION 12. Chang s. Any material change to any plans and specifications approved by the
Committee also must be approved by the Committee as provided in this Article, except that the Committee
will expedite, to the extent practical, any such application that is made while construction is in progress. The
Committee in no event is required to act upon any such application in less than 15 days, however.
SECTION 13. Notice of Action. No suit, proceeding, or other action to enforce the provisions of
this Article may be commenced or continued, nor may any of the provisions of this Article be enforced,
against any person who acquires any interest in a Lot without actual knowledge that a building or other
structure (including walls and fencing) was installed, maintained, or restored, as the case may be, in violation
of the requirements of this Article unless such suit, action, or other proceeding is commenced within one year
after such building or other structure was substantially complete and a lis pendens or other notice of the
pendency of such action is recorded within such time period. No such action may be commenced,
continued, or otherwise enforced against any purchaser or creditor who acquires an interest in, or a lien upon,
any Lot for value, other than pre-existing indebtedness, and without actual knowledge of any such violation,
if such purchaser or creditor obtained a statement under penalty of perjury from the applicable Homeowner
that no violation existed on such Lot at the time value was given or paid. Upon payment of any reasonable
uniform charge that the Association, from time to time may impose to defray its costs, the Association within
ten days after request will issue an appropriate certificate of compliance or noncompliance, as the case may
be, with the provisions of this Article that is binding and conclusive as to the information its sets forth upon
both the Association and any person without actual knowledge to the contrary.
SECTION 14. Developer Action. Notwithstanding any provision of this Article, no Committee
approval is required for any residential dwelling or any of its appurtenances constructed or authorized by
Declarant on any Lot, so long as it otherwise conforms to the applicable requirements of this Declaration.
The foregoing exemption is for the exclusive benefit of a Declarant and may not be extended by Declarant to
any Builder or any Homeowner other than Declarant.
SECTION 15. Hold Harmless. The Declarant, Association, and Architectural Review Committee do
not warrant and make no representations regarding the quality of any building, improvement, structure,
addition, landscaping, attachment, condition, excavation, alteration, or change located upon any lot. All
owners hereby hold harmless the Declarant, Association, or Architectural Review Committee from any and
all damages that may result from the installation, construction, maintenance or the like with regards to any
improvements or additions.
11

ARTICLE VIII.
USE RESTRICTIONS AND MAINTENANCE
SECTION 1. Use Restrictions.
(a) Commencement of Construction. Purchaser(s) of lot(s) must obtain a permit to
construct a residence upon said lot(s) and commence construction within one year of the recordation of deed
of conveyance for said lot(s) from Declarant. If purchaser does not commence construction, Declarant
retains the right of first refusal to purchase any lot(s) from the original Grantee prior to such lots being
offered for sale to the general public.
U Land Use and Building Type. No Lot shall be used for any purpose except for residential
purposes. All numbered Lots are restricted for construction of one single-family dwelling.
(c) Nuisances. No noxious or offensive activity shall be carried on upon any Lot nor shall
anything be done thereon which may be or may become an annoyance or nuisance to the neighborhood.
There shall not be maintained any plants or animals, nor device or thing of any sort whose normal activities
or existence are in any way noxious, dangerous, unsightly, unpleasant or other nature as may diminish or
destroy the enjoyment of other Lots by the Owner thereof. It shall be the responsibility of each Owner to
prevent any unclean, unsightly or unkempt condition of buildings or grounds on the Owner's Lot which
would tend to decrease the beauty of the neighborhood as a whole or the specific area.
(d) Temporary Structures. No structure of a temporary character, trailer, basement, tent,
garage, barn, or other outbuilding shall be used on any Lot any time as a residence either temporarily or
permanently without the written consent of the Association or its designee; provided, however, that this shall
not prevent the Declarant, its designees or assigns from maintaining a construction trailer or office on any
part of the Project until the construction of dwellings on all Lots and improvements are completed.
(e) Vehicles/Boats/Etc. No camper, trailer, motor or mobile homes, tractor/trailer, or
similar type vehicle, bicycles, scooters, toys or other personal articles shall be permitted to remain on any Lot,
or on any street at any time. No inoperable vehicle or vehicle without current registration and insurance will
be permitted on any Lot or street. The Association shall have the right to have all such vehicles towed away at
the owner's expense. No repairs to any vehicle may be made on the streets or in driveways, but only in
garages or other areas not visible from the street. No vehicle belonging to an owner or to a member of the
family or guest, tenant, or employee of an owner shall be parked in such a manner as to impede or prevent
ready access to another owner's lot. The owners, their employees, servants, agents, visitors, licensees and the
owner's family will obey the parking regulation posted on the private streets and drives and any other traffic
regulations promulgated in the future for the safety, comfort and convenience of the owners.
(f) Animals. No animals, livestock, poultry of any kind shall be kept or maintained on any
Lot or in any dwelling except that dogs, cats, or other household pets may be kept or maintained provided
that they are not kept or maintained for commercial purposes and provided further that they are not allowed
to run free, are at all times kept properly leashed or under the control of their owner and do not become a
nuisance to the neighborhood. Pet owners shall be responsible to immediately and properly dispose of any
pet waste on common areas or roadways.
(g) Nuisances. No owner shall make or permit any noises that will disturb or annoy the
occupants of any of the lots in the development or do or permit anything to be done which will interfere with
the rights, comfort or convenience of other owners.
(h) Statuary, TV Satellite Dishes and Outside Antennas. No yard statu ~yard art, or TV
satellite signal receiving dishes are permitted on any lot and no outside radio or televisic n antennas shall ber4
12 I�
� i

erected on any Lot or dwelling unless and until permission for the same has been granted by the Board of
Directors of the Association or its architectural control committee; provided, however, satellite dishes not
over eighteen (18) inches in diameter which cannot be seen from the street are permitted.
(i) Construction in Any Future Common Area. No person shall undertake, cause or allow
alteration or construction in or upon any portion of future Common Areas except at the direction .or with the
express written consent of the Association or as permitted by this Declaration.
0) Subdividing. Subject to any rights reserved to the Declarant herein, no Lot shall be
subdivided, or its boundary lines changed except with the prior written consent of the Declarant during the
period of Declarant control of the Association and thereafter by the Board of Directors of the Association.
(k) Trash. Each owner shall keep such owner's lot in a good state of preservation and
cleanliness and shall not sweep or throw or permit anything to be swept or thrown therefrom, or from the
doors or windows thereof, any dirt or other substance. All garbage and refuse from the lots shall be
deposited with care in garbage containers intended for such purpose only at such times and in such manner as
the Board of Managers/Directors may direct. All trash cans must be kept from view from the street except
on trash pickup days. Trash cans must be removed from the street within 24 hours of trash pickup.
(1) Christmas Decorations. Christmas decorations may only be exhibited between November
20 and January 7 of the following year.
(m) Flags. No flags shall be flown upon any lot or common area in the subdivision with the
exception of the flag of the State of North Carolina and the flag of the United States of America. No flags of
any kind may be displayed upon vertical flag poles. No flag may be displayed larger that 4'x6'.
(n) Political Signs. No political signs may be displayed upon any common areas or
individual lots within the subdivision.
(o) Damage Liability. Any damage to buildings, recreational facilities, or other common
areas or equipment caused by owners, their children or their guests shall be repaired at the expense of the
owner.
(p) Amendment and Revocation. Any consent or approval given under these Community
rules by the Board of Managers shall be revocable at any time. These Community Rules may be added to or
repealed at any time by the Board of Managers/Directors,
SECTION 2. Maintenance. To the extent the association is not obligated to provide maintenance
pursuant to this Declaration, each Lot Owner shall keep his Lot free from weeds, underbrush or refuse piles,
or unsightly growth or objects. In the event the Owner fails to do so, then after thirty days notice from the
Architectural Control committee, the Association or its designee may enter upon the Lot and remove the
same at the expense of the Owner, and such entry shall not be deemed a trespass, and in such event alien
shall arise and be created in favor of the full amount of the cost thereof chargeable to the Owner's Lot,
including collection costs and such amounts shall be due and payable within thirty (30) days after the Owner
is billed therefore. Such lien shall be enforceable by Court proceedings as provided by law for enforcement of
liens. In the event that any maintenance activities are necessitated to any future Common areas by the willful
act or active or passive negligence of any Owner, his family, guests, invitees or tenants and the cost of such
maintenance, repair or other activity is not fully covered by insurance, then, at the sole discretion of the board
of directors of the association, the cost of the same shall be the personal obligation of the owner and, if not
paid to the association upon demand, may be added to the annual assessment levied against said Owner's Lot
and shall become a lien against the Lot.;. V `
OCT 1 0 2006
i
13 -� --. _� _ _._ _ -- l

ARTICLE IX.
GENERAL PROVISIONS
SECTION 1. Restrictions on jurisdictional Wetlands. The areas denoted as Wetland Preservation
Area shown on the recorded plat entitled "Wetland Preservation Plan for Tarin Woods dated
", for Colorado Coastal Developers, LLC, attached hereto as Exhibit "A", and
recorded in Book , Page in the New Hanover County Register of Deeds as Wetland
Preservation Area shall be maintained in perpetuity in a natural and managed condition.
This covenant is intended to ensure continued compliance with the mitigation condition of a Clean Water Act
authorization issued by the United States of America, U.S. Army Corps of Engineers, Wilmington District,
Action ID 200400941, and, therefore, may be enforced by the United States of America. This covenant is to
run with the land and shall be binding on the Owner and all parties claiming through or under it, including,
but not limited to any adjacent homeowner's or any homeowners' association to whom the owner may. assign
or convey its rights. Modification of this particular Section 13 of Article VI will require written consent of the
United States Army Corps of Engineers.
The wetland map referred to in paragraph one of this Section designates Wetland Preservation Areas.
Notwithstanding the provisions of this Section, the following activities will be permitted in Wetland
Preservation without further consent of the United States Army Corps of Engineers: establish and maintain
pervious surface, nature trails; remove noxious or poisonous plants such as poison ivy, poison oak; repair or
remove storm damage and/or dying or diseased vegetation and trees; erect, build and maintain pile supported
structures not requiring permits pursuant to 33 CFR 323.3.
SECTION 2. Stormwater Management. The following covenants
ongoing compliance with State Stormwater Management Permit Number.
by the Division of Water Quality under NCAC 2H.1000.
are indented to ensure
as issued
The maximum allowable built -upon area per lot is 4,000 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, but does not include raised, open wood decking, or the water
surface of swimming pools. The covenants pertaining to storm water regulations may not be changed or
deleted without concurrence of the Division of Water Quality. Filling in, piping or altering any vegetative
conveyances (ditches, swales, etc.) associated with the development except for average driveway crossings, is
strictly prohibited by any persons. Lots within CAMA's Area of Environmental Concern may have the
permitted built upon area reduced due to CAMA jurisdiction within the AEC. Each designat
swale shown on the approved plan mus ' :e tnaint«inert at; 2 t ?u a UE—1 of 100' long with 5:1 (F�;
or L1atter, laa,,c" a ,o gi tudin7i l Slope no stecpzx than 3 %, carry the flow from a 10-yeqrgt(li !Y! i.� r;C f-2.rG51'V e
manr;e.-, and maintain a uense veaetateci cover. • urtl4er, ft37ir;.ri -r..piping or ala!r41g any designated 5:1 curb
outlet swale ?,s�ocmted with the detrF:lop.rrw.iit is prohibited by any persons.
The State of North Carolina is made a beneficiary of these covenants to the extent necessary to maintain
compliance with the Stormwater management permit. Alteration of the drainage as shown on the approved
plan may not take place without the concurrence of the Division of Water Quality. These Covenants are to
run with the land and shall be binding on all persons and parties claiming under them. The Covenants
pertaining to storm water may not be altered or rescinded without the express written consent of the State of
North Carolina, Division of Environmental Management. No lot owner is allowed to pipe or fill in any swale
or ditch used to meet the storm water regulations, except for driveway culverts. Each lot will maintain a 30'
wide vegetated buffer between all impervious areas and surface waters. All roof drains shall terminate at least
30' from the mean high water mark of surface waters. y _
1'Y'� wP .� f . 1 •..5.�,
14 U x i 0 2006
n-Y I

All owners shall be responsible to ensure continued compliance with the rules and regulations with regard to
their individually owned property. Lot owners shall not pipe or fill-in any swale or ditch that is a requirement
under the storm water regulations, except for driveway culverts. These Covenants are to run with the land
and shall be binding on all persons and parties claiming under them. The Covenants pertaining to
stormwater may not be altered or rescinded without the express written consent of the State of North
Carolina, Division of Environmental Management.
Respot.isibiiitV to i1.11. zcre continued complirnce with the above .referenced permit shall transfer to the
Association once Declarant hay conveyed fifty percent (50%) of the lots initially owned by Declarant.
SECTION 3. Rights of Institutional Note Holders. Any institutional holder of a first lien on a Lot
will, upon request, be entitled to (a) inspect the books and records of the Association during normal business
hours, (b) receive an annual audited financial statement of the Association within ninety (90) days following
the end of its fiscal year, (c) receive written notice of all meetings of the Association and right to designate a
representative to attend all such meetings, (d) receive written notice of any condemnation or casualty loss that
affects either a material portion of the Project or the Property securing its loan, (e) receive written notice of
any sixty-day (60) delinquency in the payment of assessments or changes owed by any Owner of any property
which is security for the loan, (f) receive written notice of a lapse, cancellation, or material modification of
any insurance policy or fidelity bond maintained by the Association, (g) receive written notice of any
proposed action that requires the consent of a specified percentage of mortgage holders, and (h) be furnished
with a copy of any master insurance policy.
SECTION 4. Utility Service. Declarant reserves the right to subject the Property to contracts for the
installation of utilities, cable TV and street lighting, which may require an initial payment and/or a continuing
monthly payment by the Owner of each Lot. Each Lot Owner will be required to pay for any water
connections, sewer connections, impact fees or other utility service to the Lots. In the alternative, the
Developer may collect such connection, impact and other fees, charges directly from the Lot Owners. All Lot
Owners shall be required, for the household purposed, to use water and sewer supplied by the
companies/governmental units servicing the Project. Separate water systems for outside irrigation and other
outdoor uses shall not be permitted without the consent of the Declarant or the Association.
SECTION 5. Severabilivv. Invalidation of any one of these covenant or restrictions by judgment or
court order shall in no way affect any other provisions which shall remain in full force and effect.
SECTION 6. Lots Subject to Declaration/Enforcement. All present and future Owners, tenants and
occupants of Lots and their guests or invitees, shall be subject to, and shall comply with the provisions of the
Declaration, and as the Declaration may be amended from time to time. The acceptance of a deed of
conveyance or the entering into of a lease or the entering into occupancy of any Lot shall constitute an
agreement that the provisions of the Declaration are accepted and ratified by such Owner, tenant or
occupant. The covenants and restrictions of this declaration shall inure to the benefit of and be enforceable
(by proceedings at law or in equity) by the Association, or the Owner of any _Lot, their respective legal
representatives, heirs, successors and assigns, and shall run with and bind the land and shall bind any person
having any Lot, as though such provisions were made a part of each and every deed of conveyance or lease,
for a term of twenty (20) years from the date this Declaration is recorded, after which time they shall be
automatically extended for successive periods of (10) years, unless terminated by the Lot Owners. Failure by
the association or by an Owner to enforce any covenant or restriction herein contained shall in fio event be
deemed a waiver of the right to do so thereafter.
SECTION 7. Liability of Declarant. The affirmative vote of no less than two-thirds (2/3) of all
votes entitled to be cast by the Association Members shall be required in order for the Association to (1) file a
complaint, on account of an act or omission of the Declarant, with any governmental a en
c -`--" ,
regulatory or judicial authority over the Project or any part thereof; or (2) assert a claim or su �t1;e Declarant:
OCT 1 0 2006
I
15 ,

SECTION 8. Right of First Refusal. Declarant retains the right of first refusal to purchase any
vacant lot to be sold within twelve (12) months of initial transfer for an amount equal to the purchase price of
the initial sale.
SECTION 9. Sale of Property. No owner shall employ as listing agent Coldwell Banker Seacoast
Realty as representative for the sale of any and all property encompassed in this Declaration. Nor shall any
owner allow signage, advertisements, banners or flyers for Coldwell Banker Seacoast Realty, their brokers,
agents, subsidiaries, successors and/or assigns to be placed on any property, lot or common area described in
this Declaration.
ARTICLE X.
PIER AREA
SECTION 1. The Association shall responsible for the cost of maintenance, repair and replacement
the pier and pier area as delineated upon plat of the same if constructed. Any obligation for the construction
and replacement of any pier shall be subject to approval from CAMA. On or before completion of
construction of any pier a plat shall be recorded in the New Hanover County Registry depicting such pier.
Replacement of any pier area shall be at the discretion of the Association as determined by vote of a majority
of the lot owners.
Any owner of an individual boat slip, unit or area shall be liable to pay for his or her pro-rata share, as
determined by the Association, of any maintenance, repair or replacement or said slip, unit or area and shall
be billed accordingly by the Association. Any owner granted permission to individually and unilaterally
construct any pier, dock or slip shall be solely responsible and liable for the cost of construction,
maintenance, repair and replacement of said structure. In the event that a owner of a unilaterally constructed
pier, dock or slip allows said area to fall into disrepair the Association is hereby granted a right of access to
repair or demolish said area and assess a lien for the cost of said repair or demolition upon said owner.
ARTICLE XI.
FUTURE DEVELOPMENT
SECTION 1. Developer may, from time to time, without the assent of any other entity, annex to and
make part of the Subdivision any other real property which Developer now owns or later acquired (the
"Additional Property'D, upon such terms and conditions and subject to covenants and restrictions, as the
Developer, in its sole discretion, shall deem reasonable and appropriate.
SECTION 2. Each such annexation of Additional Property shall become effective upon the
recording of an amendment to this Declaration, duly executed by the Developer, specifically describing the
Additional Property annexed to the subdivision, and setting forth the terms and conditions upon which such
Additional Property is annexed to the Subdivision and the covenants and restrictions to which such
Additional Property shall be subject.
c l 1 0 2006
BY:
16

IN WITNESS WHEREOF, the undersigned has caused this Declaration to be
executed the day and year first above written.
M
County, North Carolina
Cypress Grove Land, LLC
Steven Shuttleworth, Member/Manager
I certify that the following person(s) personally appeared before me this day, each acknowledging to
me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated: Steven Shuttleworth, member/manager.
Date:
Printed Name:
My commission expires:
Notary Public
17

[FQ: $W8 061005 Tarin Woods]
Subject: [Fwd: SW8 061005 Tarin Woods]
From: Mary Jean Naugle <[e-mail]>
Date: Tue, 06 Feb 2007 08:06:03 -0500
To: Linda Lewis <[e-mail]>, Ed Beck <[e-mail]>
Is this ok ?
MJ
Subject: SW8 061005 Tarin Woods
From: Mary Jean Naugle <[e-mail]>
Date: Thu, 25 Jan 2007 14:33:05 -0500
To: Linda Lewis <[e-mail]>, [e-mail]
1 of 4
2/6/2007 8:06 AM

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
January 31, 2007
Mary Jean Naugle
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Request for Additional Information I ! i ,, w
Project # SW8 061005 1
Tarin Woods
New Hanover County
CSD Project No. 05-0043
Dear Mary Jean:
JAN s 1 ?007
Thank you for your comments on the Tarin Woods submittal. I've noted below our response or actions regarding your comments for
the referenced project. Enclosed please find the following items.
- two (2) copies of sheets EC-1 through EC-7 , the "Sedimentation & Erosion Control and Storm Water Management
Plan"
- original notarized restrictive covenants
Items:
1. add flow distribution pipes to infiltration basins and flow distribution detail to sheet ec7
Ve truly yours,
Ylt
Rodney W ht
Encl.: As noted above
cc: Cypress Grove Land, LLC

SW8 061005, Tarin Woods
Subject: SW8 061005 Tarin Woods
From: Mary Jean Naugle <[e-mail]>
Date: Thu, 25 Jan 2007 14:33:05 -0500
To: Linda Lewis <[e-mail]>, [e-mail]
Linda;
Please find attached the engineer justification for large drainage areas to infiltration basin.
The project proposes:
DA infil rate shwt
8 acres 2 in/hr 2 ft separation
11 ac 2 in/hr 2
13 l0in/hr 2
6 2 2 [not at issue]
Since the DA to infiltration basins are outside of the 5 acre guidelines in the supplement and the April
1999 BMP, the following items are provided to minimize the potential for erosion and blinding off
the infiltration areas as mentioned in BUT as concerns:
• storage ponds will act as pretreatment to remove a majority of sediment before the infiltration
basins
• pumps on discharge of storage ponds are raised above the 25% clean out level so oil or
contaminants that float will not make it to he infiltration basin to blind it off. Most of the
sediment shouldn't be pumped either [2 ft clean out level at bottom of pump well]
• inlet to infiltration basin provides a distribution mechanism to reduce erosion [channel through
center with fabric and rock]
• pumps discharge into a 3" pipe that is much less than storm runoff erosion for inlet to
infiltration basin
• monitoring well
• O&M will include clean out
• will require a semi-annual soil scientist or engr to verify performance in addition to routine
O&M
should require either additional clean out with replacement of 4" minimum of soil at native infiltration
rates [minimum 10in/hr] ... or dense vegetation. Which is more likely to be successful? Probably
since this is HOA - i would guess the dense vegetation = is that correct ?
One other issue to address is to be sure that they only pump the state SW runoff of 3 inches to the infil
basins... but since the bypass is at state storage level, then we should be bypassing water above the 3
inches... right?
The Land Management document argues for soil type and SHWT, but i think the biggest concern is
blinding off. Have we provided everything in the list above that we can reasonably suggest. Howard
indicates the owner is willing to take the additional measures.
1 of 3 2/2/2007 9:07 AM

SW8 061005 Tarin Woods
it may be alright... but i think he should just use up more land for another basin on future projects:
appreciate your review
Mary Jean
Subject: Tarin Woods
From: "Howard Resnik" <[e-mail]>
Date: Wed, 24 Jan 2007 17:46:35 -0500
To: "Mary Jean Naugle" <[e-mail]>
Mary Jean,
I've enclosed pdf's of the letters I presented to you earlier today.
Howard Resnik, PE
Coastal Site Design, PC
3805 Cherry Avenue
Wilmington, NC 28403
910 791 4441 office
910 791 1501 fax
www.coastalsitedesign.com
Mary Jean Naugle NC DENR Express WiRO <[e-mail]>
Express
DWQ
NC DENR
............ ............................... _.__..... ............ _............................ _.... _............ ....... ._......_............ _._............ ...................... ...
1 Content -Type: message/rfc822
;Tarim Woods"
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TarinWoodsRFalternDesl.pdf 1
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WoodsRFalternDes2.pdf
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2 of 3 2/2/2007 9:07 AM

SW8 961095 Tarin Woods
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3 of 3 2/2/2007 9:07 AM

Q
TRANSMITTAL
To: Mary Jean Naugle
Company: NCDENR/DWQ
Re: Tarin Woods
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
From: Howard Resnik, PE
Date: January 24, 2007
CC: -
❑ Urgent x For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
eComments:
Mary Jean
Enclosed please find one copy of the letter you requested with a copy of the supporting letter from John
Williams.
Please call with any questions.
Sincerely,
Howard

LMG
LAND MANAGEMENT GROUP INC.
Environmental Consultants
January 24, 2007
Howard Resnick
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406
Reference: Tarin Woods, New Hanover County Project #SW8-061005
Dear Mr. Resnick:
I am writing to you in response to your recent query regarding approval of an
alternative design to the stormwater system serving this project. It is my understanding
that NCDENR/DWQ is concerned about the total infiltrative area being greater than 5
acres in size. Although NCDENR/DWQ's comments may have merit in some limited
circumstances, I do not perceive this to be a problem on this site from a soils perspective.
Specifically, I offer the following guidance.
The stormwater system is already overdesigned in my opinion relative to
compliance with the seasonal high water table. As you recall, the physical water was not
correlated with the seasonal high water table determination during my site visit with
Vincent Lewis. Rather, the seasonal high water table was uniformly shallower than the
observed water table during all site visits during all seasons of the year due to drainage
systems that have been in place for many years on this site. The site was evaluated and
the infiltration areas were designed according to redoximorphic features that are
indicative of past elevations of seasonal high water table (Richardson and Vepraskas,
2000) and are identified in the field in accordance with Field Indicators of Hydric Soils in
the United States, 1998 and Field Guide for Describing and Sampling Soils, 1998.
Under undrained conditions these color patterns represent the seasonal high water table
which is itself a short term event within a normal hydrologic cycle. Specifically, the Soil
Survey of New Hanover County, NC specifically states on page 23 that a high water table
is "the highest level of a saturated zone more than 6 inches thick in soils for a continuous
period of more than 2 weeks during most years." The Tarin woods project has been
designed to morphologic indicators of seasonal high water table. However, it must be
noted that this area has historic drainage that has converted the hydrology of thousands of
acres in this part of New Hanover County. During a soil investigation, the effects of
drainage are not always apparent. In fact, in sandy soils that are iron poor such as the
Tarin Woods project, the soil color patterns will remain as false indicators of seasonal
high water tables even though the actual water table has been modified by historic
www.imgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

drainage projects. This concept of "relict features of reduction" is well documented By
Richardson and Vepraskas in Wetland Soils: Their Genesis, Morphology, Landscapes,
and Class cation, 2000. In other words, the site is drained and has a much deeper depth
to the seasonal high water table than the actual design depth to the seasonal high water
table as approved by Vincent Lewis and as such the infiltration devices have an even
higher degree of certainty of performance.
Therefore, I must conclude that with respect to the seasonal high water table the
project as designed by your office exceeds the required depth to the drainage modified
seasonal high water table. This design parameter would support a cumulative infiltration
basin that exceeds 5 acres in size. With all due respect to the applicable regulations, I
must contend that this site is uniquely qualified to receive an alternative design due to the
historic drainage in this area and the conservative design that was utilized in formulating
the infiltration basin system.
Sincerely, r
9io;:-P'�Williams
NC Licensed Soil Scientist 41113
SC Professional Soil Classifier 458
CC: Colorado Coastal Development Company

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
January 24, 2007
Mary Jean Naugle
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Request for Approval of Alternative Design
Project # SW8 061005
Tarin Woods
New Hanover County
CSD Project No. 05-0043
Dear Mary Jean:
Thank you for your assistance in the review of this project and your direction of how to proceed with latest issue. Per your
recommendation, we respectfully request approval of the following alternative design for infiltration basins within the Tarin Woods
project:
- Installation of infiltration basins with drainage areas larger than 5 acres in size, but
otherwise meeting all guidelines and acceptable practices of the NCDENR/DWQ
In support of our request, T.R. Schueler in Controlling Urban Runoff, 1992, states that conventional infiltration basins can have
drainage areas up to 10 acres in size. He further states that if the drainage area is greater than the maximum allowable drainage area
for a practice, then leeway is permitted or more than one practice can be installed in series. The Maryland DNR design manual also
states that infiltration basins with drainage areas larger than 10 acres are acceptable. However, neither reference mentions any reasons
for limiting the size of drainage areas draining to infiltration basins. It is most likely that scour from high flow rates and increased
sedimentation are the main reasons for the drainage area size limitations.
The NCDENR BMP manual states that infiltration basins fail mostly due to sediment clogging the basin and preventing infiltration.
For all infiltration basins proposed in the Tarin Woods development, sediment/settling basins (storage basins) are used as a primary
pretreatment measure, along with sumps in catch basins, junction boxes, and at the offline bypass structures. Stormwater is then
pumped to infiltration basins. With this process, a great amount of TSS removal should be achieved prior to storinwater entering the
infiltration basin. This treatment system should eliminate the typical causes for infiltration basin failure.
The Tarin Woods project is located on property which was ditched some fifty years ago. It is assumed that before the ditching, the
property was either extremely wet and/or had a very shallow water table. During the Infiltration Site Visit with DWQ, very few soil
conditions were found indicating a deep water table (the locations showing an acceptable SHWT depth were utilized for the
infiltration basins shown on the plan). However, groundwater was only encountered in the excavation of the test pits at depths far
deeper than what the soil indicated. This is probably due to the excessive dewatering which has taken place since the ditching. The
enclosed letter from John Williams with Land Management Group, Inc. supports this soil condition. The proposed infiltration basins
are designed to store and infiltrate the first 3" of runoff (instead of first 1"). The `larger drainage area' infiltration basins should help
charge the groundwater table at a higher rate within an area previously dewatered by historic ditching. With the presence of ditches
and streams on the project, the site will benefit from the increased recharge and the larger basins will promote dry weather flow in the
streams on site.

Finally, there are other measures which could be installed to mitigate the concerns associated with the larger drainage areas and
minimise the chances of failure:
- installation of flow distribution mechanisms could more evenly spread runoff within the basins
- onsite monitoring could be required to track the proper function and efficiency of the basins,
- installation and regular cleanout of a 4" layer of clean sand could minimize clogging/or dense
vegetation could me encouraged
- increased operation and maintenance requirements could further reduce the possibility of
sedimentation and eventual failure..
With the overall proposed impervious at 47%, this project is not extremely high in density, despite the `high density' state stormwater
designation. The storage basins should function adequately as sediment basins during the construction process, and begin pumping to
the infiltration basins once the site is stable. With proper installation and maintenance of the infiltration basins, this project could
serve as a model for other similar projects in Coastal Carolina, and help to minimize the degradation of water quality. We hope that
you consider Tarin Woods as an acceptable project for approval of this alternative stormwater design.
'hanks again for your assistance in this matter.

Tarin Woods - SW8 061005
Subject: Tarin Woods - SW8 061005
From: Mary Jean Naugle <[e-mail]>
Date: Mon, 22 Jan 2007 16:03:51 -0500
To: Howard Resnik <[e-mail]>, [e-mail]
Howard;
Please note that the infiltration supplement states in section III ".... Attach justification if a
requirement has not been met."
Infiltration supplement item III (g), second paragraph, third sentence, requires drainage area less than
5 acres for an infiltration device, as well as the BMP April 1999 and proposed new BMP.
The supplement states you should justify when a requirement is not met.
Provide a request for alternative design and the engineering justification for not meeting the 5 acre
drainage area on -infiltration basins with the Tarin Woods project.
I will forward the request for alternative design to appropriate persons for approval.
Mary Jean Naugle
NC DENR
Express Permitting - WiRO
Mary Jean Naugle NC DENR Express WiRO <Man [e-mail]>
Express
DWQ
NC DENR
SWU103_Infiltration_Basin_Supplement.pdf Content -Type: application/pdf
Content -Encoding: base64
1 of 1 1/22/2007 4:46 PM

SW8 061005 Tarin Woods
Subject: SW8 061005 Tarin Woods
From: Mary Jean Naugle <[e-mail]>
Date: Fri, 19 Jan 2007 19:27:51 -0500
To: RODNEY WRIGHT <[e-mail]>, Howard Resnik
<[e-mail]>, [e-mail]
O \��
Rodney �
Please send me another copy of the exhibit B for the deed restrictions that is
notarized. A copy by fax is fine, with the original in the normal paper mail is
fine. Your submittal on 11/28/06 ad info corrected the deed restriction language
to just reference exhibit B... and I received a blank exhibit B with the submittal.
I have to get approval from Raleigh for the drainage areas to the infiltration
basins for # 2, 3, and 4 because they are significantly larger than the guidelines
of 5 acres and the infiltration rate for # 2 and 3 are only 2 in/hr with the SHWT
separation, from the infil bottom, only about 2 ft. The infiltration supplement
section III (g) requires drainage areas for the device to be less than 5 acres.
Please call me Monday to go over the pipe I.E. from the pond to the JB. I just need
to understand that the pipe coming out of the pond is above the 25% clean out
`level.
a ,..The pond detail shows the pipe IE the same as the pond bottom.
' ,k.?,,Please review these items with me for each pond when you have a chance to pull out
In -the plans
Y
thank you t r
Mary Jean
Mary Jean Naugle NC DENR Express WiRO <[e-mail]>
Express
DWQ
NC DENR
1 of 1 1/22/2007 11:23 AM

COASTAL SITE DESIGN, PC
PO Box 4041
Wiimington, NC 28406
Phone: [phone]
Fax: [phone]
January 10, 2007
Mary Jean Naugle
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Request for Additional Information
Project # SW8 061005
Tarin Woods
New Hanover County
CSD Project No. 05-0043
Dear Mary Jean:
Thank you for your comments on the Tarin Woods submittal. I've noted below our response or actions regarding your comments for
the referenced project. Enclosed please find the following items.
- one (1) copy of the Stormwater Management Calculations
- two (2) copies of sheets EC-1 through EC-7 , the "Sedimentation & Erosion Control and Storm Water Management
Plan"
- one (1) copy of the revised infiltration map
Items:
1. enclosed a revised infiltration map that has both the NCDENR and Land Management test pits.
2. N/A
3. a) all pumps have been set an elevation that is greater than the cleanout level
b) calculations have been provided in Stormwater packet showing the 25% volume left in the basin
c) calculations have been provided in Stormwater packet showing the amount of storage available above the cleanout level.
d) calculations have been provided in Stormwater packet showing volumes from b + c above is greater than or equal to the
design storm
e) all basin are located at least 2 ft above SHWT. Synthetic liner called out on plans will meet or exceed requirements for
hydrologic conductivity
f) floating fountains have been called for on storage basins.
V truly yours,
RECEIVED
Rodney Wri t
Encl.: As noted above JAN 10 2007
cc: Cypress Grove Land, LLC -

STORMWATER MANAGEMENT CALCULATIONS
For
Tarin Woods Subdivision
New Hanover County, NC
PREPARED FOR
Cypress Grove Land, LLC
7741 Market Street, Unit H
Wilmington, NC 28411
Prepared by:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28408
Phone 910
791-4441
Fax: [phone]-1501
JAN 10 2007
,+pry 0
EV go
oN
4owar s 5 P.E. 74 VI
.la 0� 06 ?ev,

TABLE OF CONTENTS
Section Contents
I
Stormwater Narrative
II
Project Data
III
Soils
IV
3" Volume Determination, Stage
Storage/Discharge Tables, draw down calculations
V
Pump Curves
VI
Stormwater Management/Routing Summary
VII
Hydraulic Modeling
VIII
Stormwater Collection System Calculations
IX
NC DOT Calculations
X
Swale Calculations
XI
Soils Evaluation Report
XII
Supporting Documentaion
Coastal Site Design, PC
P.O. Box 4041
Wilmmingian, NC 28406

Section I
4kCoastal Site Design, PC
P.O. Box 4041
V{lilminooN NC 28408

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
October 10, 2006
PROJECT NAME: Tarin Woods
PROJECT DESCRIPTION: Tarin Woods is a proposed 130 lot single-family residential subdivision located in New
Hanover County. The project is located within %z mile of SA;HWQ waters, and is proposing a total of 34.5% impervious
surface throughout the site. Open infiltration basins were chosen as the BMP's. Due to the typically shallow groundwater
table, storage basins will be used to store stormwater which will then be pumped to the infiltration basins. There are a
total of four storage basins and four infiltration basins handling stormwater for this project.
This project is designed to meet or exceed the minimum stormwater management requirements for both the
NCDENR/DWQ and New Hanover County's Stormwater Management Ordinance. Stormwater management
will be provided for impervious areas only. Backyard water will drain directly offsite.
This project is located very close to the ICWW and must be designed to meet NCDENR/DWQ requirements for
projects located within Y, milc of SA waters. Stormwater from the impervious areas will be collected via catch
basins and conveyed to storage basins, and then pumped to infiltration basins. The infiltration basins have been
sized to store the first 3 inches of runoff and infiltrate this volume in under 5 days time. Offline bypass
structures have been provided, which includes weir structures set at the 3 inch storage volume elevation.
Stormwater volumes larger than the design storm will pass over the weir and out the existing stormwater
system. Vegetative filters have not been included since the basin is storing twice the minimum design storm (1-
1/2 inch volume). Additionally, emergency spillways have been provided for both storage basins and
infiltration basins with the crest elevations set at least 0.3 feet below the basin's top of berm.
In meeting New Hanover County's requirements, the basins have been designed to store and/or infiltrate the
increased runoff from the 2-year, 10-year, and 25-year storms. The calculations show that the basins will
manage the discharge for the previously mentioned storms. However, bypass and emergency weirs have been
provided in the event of a device failure or a storm event much greater than any design storm.
PROJECT BMP: High density within %2 mile of SA;HQ waters / open infiltration basins.
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Howard Resnik, PE
[e-mail]
910.791 4441 office
910 791 1501 fax
coastal Site Nalon, PC
PO. BOX 4041
Wumington, NC2840g

Section II

PROJECT DATA:
Existing Site Data (pre -development condition):
Areas Draining to Basin 1:
existing impervious surface 0 sf (0.00 acres)
existing unimproved area 198,207 sf (4.55 acres)
Total area to Basin 1 198,207 sf (4..55 acres)
Areas Draining to Basin 2:
existing impervious surface 0 sf (0.00 acres)
existing unimproved area 366,083 sf (8.40 acres)
Total area to Basin 2 366,083 sf (8.40 acres)
Areas Draining to Basin 3:
existing impervious surface 0 sf (0.00 acres)
existing unimproved area 500,519 sf (11.49 acres)
Total area to Basin 3 500,519 sf (11.49 acres)
Areas Draining to Basin 4:
existing impervious surface 0 sf (0.00 acres)
existing unimproved area 588,192 sf (13.50 acres)
Total area to Basin 4 588,192 sf (13.50 acres)
Areas Draining offsite:
existing impervious surface 0 sf (3.44 acres)
existing unimproved area 594,895 sf (13.66 acres)
Total area 594,895 sf (13.66 acres)
Cw*I Site Design, AC
P.O. Box 4041
Wilmington, NC 2NO

TOTAL EXISTING TRACT AREAS:
total existing impervious surface
total existing unimproved area
total existing wetlands area
Total Tract Area
Proposed Site Data (post development condition)
Areas Draining to Basin 1:
proposed impervious surface
proposed grassed areas
Total area to Basin 1
Areas Draining to Basin 2:
proposed impervious surface
proposed grassed areas
Total area to Basin 2
Areas Draining to Basin 3:
proposed impervious surface
proposed grassed areas
Total area to Basin 3
Areas Draining to Basin 4:
proposed impervious surface
proposed grassed areas
Total area to Basin 4
Areas Draining offsite:
existing wetlands area (to remain undisturbed)
proposed grassed area
Total area
0 sf (0.00 acres)
2,247,896 sf (51.60 acres)
0 sf (0 acres)
2,247,896 sf (51.60 acres)
78,742 sf (1.81 acres)
119,465 sf (2.74 acres)
198,207 sf (4.55 acres)
181,734 sf (4.17 acres)
184,349 sf (4.23 acres)
366,083 sf (8.40 acres)
224,726 sf (5.16 acres)
275,793 sf (6.33 acres)
500,519 sf (11.49 acres)
290,495 sf (6.67 acres)
297,697 sf (6.83 acres)
588,192 sf (13.50 acres)
0 sf (0.00 acres)
594,895 sf (13.66 acres)
594,89 DWj % DeSigni PC
a P.0.8ox4p¢T
frrdVoa NC PAW

TOTAL PROPOSED TRACT AREAS:
total proposed impervious surface
total proposed grassed areas
Total Tract Area
775,697 sf (17.80 acres)
1,472,199 sf (33.80 acres)
2,247,896 sf (51.60 acres)
Coastal Site Design, PC
., PO. Box 4041
Wilmington, NC 28406

Section III
�t Coastal site Design, PC
P,O. Box 4041
Wilmington, NO 2840

Soil Types:
Abbreviation Type and Description Hydrologic Group
Area
Pm Pamlico D
17.18 ac
Mu Murville A/D
18.92 ac
Ly Lynn Haven B/D
10.70 ac
Le Leon B/D
4.03 ac
Kr Kureb A
0.24 ac
Se Seagate A/D
0.53 ac
(See attached page 15 of Table 8.01d, "Soil Characteristics for Common Soils in North Carolina".
Also see attached Table 14, "Physical and Chemical Properties of Soils.")
(See attached soils map and page 26 & 63 from New Hanover County Soils Survey)
Coastal Site Design, PC
M. sox 4041
Wilmington, NC 28406

Section IV
Coastal site Design, PC
P.O. Box 4041
Wiimin0ion, NO 28408

INFILTRATION BASIN 1
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE TO INFILTRATION BASIN
area to basin =
198,207
sf
-
4.55
acres
buildings/driveways =
52,000
sf
paved area =
24,155
sf
sidewalks =
2,587
sf
total imp. surface =
78,742
sf
percent imp. = 39.7 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 39.7 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.41 in/in
DETERMINE VOLUME
design stone - 1.5 inch
Rv = 0.41 inAn
drainage area = 4.55 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.2 acre-ft
1-10 volume = 10,097 cf of required storage volume vd veg. Filter
3" volume = 20,195 cf of required storage volume w/o veg. Filter
STORAGE BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(ft) (sf)
(cf)
M
13 5083
-
-
pump on elev 13.9 6503
5,214
5,214
14 6,666
658
5,872
14.6 7,661
4,298
10,170
15 8,344
3,201
13,371
15.6 9,753
7;239
20,610
16 10,111
1,966
22,596
17 11,940
11,026
33,622
weir cut 17.1 12,126
1,203
34,825
18 13,824
11,678
46,503
19 15,765
14,795
61,297
20 17,763
16,764
78,061
Storage provided between pump and overflow =
29,612
cf
3" storage volume provided =
20,610
cf
25% of 3" volume =
5,048
cf
5,048 + 29,612 =
34,660
cf < 20,195 cf
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STORAGE BASIN STAGE - DISCHARGE TABLE:
pump flow rate (cfs) = 0.23
elevation of pump =
13.9
crest length of weir cut (ft) = 2.0
elevation of weir cut =
17.1
crest length of spillway (ft) = 40.0
elevation of spillway =
18.0
ELEVATION
PUMP
WEIR SPILLWAY
TOTAL
(ft)
(d5)
(ifs) WS)
(S)
13
-
- -
-
14
-
- -
-
15
0.23
-
0.23
16
0.23
- -
0.23
17
0.23
- -
0.23
18
0.23
5.64 -
5.87
19
0.23
17.29 120.00
137.52
20
0.23
32.59 339.41
372.24
INFILTRATION BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION AREA VOLUME
STORAGE
(ft) (sf) (co
(if)
19 11,772 -
-
20 13,527 12,650
12,650
20.6 14,625 8,446
21,095
21 15,376 3,075
24,170
3" storage volume provided = 21,095
cf !�
STAGE - DISCHARGE TABLE:
infiltration rate (cfs) = 0.55
crest length of spillway (ft) = 20.0
elevation of spillway 20.6
ELEVATION INFILTRATION
SPILLWAY TOTAL
(ft) (cfs)
(cfs) (cfs)
19 -
- -
20 0.55
- 0.55
21 0.55
15.18 15.72
DRAWDOWN TIME:
linear infiltration rate =
2 in/hr
=
0.000046 ft/sec
basin bottom area =
11,772 sf
3-d Infiltration rate =
0.55 cf/sec
drawdown time =
645.1 minutes t
10.8 hours
or
0.4 days
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

INFILTRATION BASIN 2
1-1/21' VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE TO INFILTRATION BASIN
area to basin =
366,083
sf
8.40
acres
buildings/driveways =
123,000
sf
paved area =
52,099
sf
sidewalks =
6,635
sf
total imp. surface =
181,734
sf
percent imp. = 49.6 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 49.6 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.50 inAn
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.50 in/in
drainage area = 8.40 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.5 acre-ft
1-1/2" volume = 22,733 cf of required storage volume w/veg. Filter
3" volume = 45,466 cf of required storage volume w/o veg. Filter
STORAGE BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(ft)
(sf)
(co
(C0
8
8,446
-
-
9
9,645
9,046
9,046
pump elev 9.3
10,021
2,950
11,995
10
10,924
7,199
19,195
10.4
11,458
4,476
23,671
11
12,283
7,122
30,793
12
13,720
13,002
43,795
weir cut 12.2
14,106
2,783
46,577
13
15,236
7,336
53,913
14
16,831
16,034
69,946
15
18,505
17,668
87,614
Storage provided between pump and overflow =
34,582
cf
3" storage volume provided
46,577
cf.- -
25% of 3" volume =
11,367
cf
11,367 + 34,582 =
45,949
cf < 45,466 cf
COASTAL SITE DESIGN, PC
PO BOX 4041
W ILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
pump flow rate (cfs) =
0.20
crest length of weir cut (ft) =
2.0
crest length of spillway (ft) =
20.0
ELEVATION
PUMP
(ft)
(cfs)
8 4,961
-
9 5,897
-
10 6,921
0.20
11 8,034
0.20
12 9,235
0.20
13 10,511
0.20
14 11,858
0.20
15 13,278
0.20
INFILTRATION BASIN STAGE - STORAGE TABLE:
INCREMENTAL
elevation of pump = 9.3
elevation of weir cut = 12.2
elevation of spillway = 14.5
WEiR SPILLWAY TOTAL
(cfs) (cfs) (cfs)
- 0.20
- 0.20
- - 0.20
4.72 - 4.92
15.94 - 16.14
30.92 21.21 52.34
ELEVATION AREA
VOLUME
STORAGE
(ft) (sf)
(cf)
(Cf)
18 23,486
-
-
19 25,841
24,664
24,664
19.8 27,776
21,447
46,110
20 28,267
5,604
51,715
3" storage volume provided =
46,110
cf
STAGE - DISCHARGE TABLE:
infiltration rate (cfs) =
1.09
crest length of spillway (ft) =
20.0
elevation of spillway = 19.8
ELEVATION
INFILTRATION
SPILLWAY TOTAL
(ft)
(cfs)
(Cfs) (cfs)
18
-
_ _
19
1.09
- 1.09
20
1.09
5.37 6.45
DRAWDOWN TIME:
linear infiltration. rate =
basin bottom area =
3-d infiltration rate =
drawdown time =
2
in/hr
0.000046
ft/sec
23,486
sf
1.09
cF/sec
706.8
minutes
or
11.8
hours
or
0.5
days
COASTAL SITE DESIGN, PC
PO BOX 4041
W ILMINGTON, NC 28406

INFILTRATION BASIN 3
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE TO INFILTRATION BASIN
area to basin =
500,519
sf
=
11.49
acres
buildings/driveways =
160,000
sf
paved area =
56,971
sf
sidewalks =
7,755
sf
total imp. surface =
224,726
sf
percent imp. = 44.9 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 44.9 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.45 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.45 in/in
drainage area = 11.49 acres
volume = ?
volume (design stormxRv)(drainage area)
volume 0.7 acre-ft
1-1/2" volume 28,410 cf of required storage volume wl veg. Filter
3" volume 56,820 cf of required storage volume w/o veg. Filter
STORAGE BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(ft)
(sf) '
(cf)
(d
15
24,672
-
-
pump elev 15.6
25,928
15,180
15,180
16
26,787
10,543
25,723
16.1
27,004
2,690
28,413
17
28,982
25,194
53,606
weir cut 17.2
29,427
5,841
59,447
18
31,233
24,264
83,711
19
33,542
32,388
116,099
20
35,907
34,725
150,823
21
38,328
37,118
187,941
22
40,807
39,568
227,508
23
43,341
42,074
269,582
Storage provided between pump and overflow = 44,267 cf.
3" storage volume provided = 59,447 cf
25% of 3" volume = 14,205 cf
14,205 + 44,267 = 58,472 cf < 56,820 cf
0
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
pump rate (cfs) = 0.21
elevation of pump = 15.6
crest length of weir cut (ft) = 2.0
elevation of weir cut = 17.2
crest length of spillway (ft) = 50.0
elevation of spillway = 21.0
ELEVATION
PUMP
WEIR SPILLWAY TOTAL
(ft)
(cft)
(cfs) (cfs) (cfs)
15
24,672
0.00
-
-
16
26,787
0.21
-
0.21
17
28,982
0.21
-
0.21
18
31,233
0.21
4.72 -
4.93
19
33,542
0.21
15.94 -
16.15
20
35,907
0.21
30.92 -
31.13
21
38,328
0.21
48.89 -
49.10
22
40,807
0.24
69.41 150.00
219.65
23
43,341
0.24
92.19 424.26
516.69
INFILTRATION BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION AREA
VOLUME
STORAGE
(ft) (sf)
(cf)
(Cf)
22 32,966
-
-
23 35,912
34,439
34,439
23.8 38,320
29,693
64,132
24 38,929
7,725
71,857
1-1/2" storage volume provided =
34,439
cf
3" storage volume provided =
64,132
cf
STAGE - DISCHARGE TABLE:
infiltration rate (cfs) =
1.53
crest length of spillway (ft) =
20.0
elevation of spillway = 23.8
ELEVATION
INFILTRATION
SPILLWAY TOTAL
(ft)
(d7S)
(cls) (cfs)
22
-
- -
23
1.53
- 1.53
24
1.53
5.37 6.89
DRAWDOWN TIME:
linear infitration rate =
basin bottom area =
3-d infiltration rate =
drawdown time =
2 In/hr
0.000046 ft/sec
32,966 sf
1.53 cf/sec
700.3 minutes
or
11.7 hours
or
0.5 days
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

a
INFILTRATION BASIN 4
1-1/2" VOLUME DETERMINATION:
DETERMINE IMPERVIOUS PERCENTAGE TO INFILTRATION BASIN
area to basin =
588,192
sf
=
13.50
acres
buildings/driveways =
185,000
sf
paved area =
96,044
sf
sidewalks =
9,451
sf
total imp. surface =
290,495
sf
percent imp. = 49.4 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 49.4 percent impervious
Rv = ? (runoff coefficient, Inches per inch)
Rv = 0.05 + 0.009 (1)
Rv = 0.49 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.49 infin
drainage area = 13.50 acres
volume = ?
volume = (design stonn)(Rv)(drainage area)
volume= 0.8 acre-ft
1-1/2' vD.lume = 36.357 cf of required storage volume w/ veg. Filter
3' volume = 72,714 cf of required storage volume w/o veg. Filter
STORAGE BASIN STAGE - STORAGE TABLE:
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(ft)
(SO
(co
(cf)
16
16,227
-
-
17
18,223
17,225
17,225
25%of volume 17.1
18,425
1,832
19,057
18
20,276
19,250
38,307
19
22,386
21,331
59,638
19.7
23,897
16,199
75,837
.20
24,553
7,268
83,104
21
26,776
25,665
108,769
22
29,057
27,917
136,685
23
31,393
30,225
166,910
Storage provided between pump and overflow = 56,780 of
3" storage volume provided = 75,837 cf
25% or 3' volume = 18,179 cf
18,179 + 56,780 74,959 of < 72,714 cf
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC28406

STAGE - DISCHARGE TABLE:
pump rate (cfs) = 0.21
crest length of weir cut (ft) = 2.0
crest length of spillway (ft) = 40.0
ELEVATION
PUMP
(fQ
(cft)
16
13,099
0.00
17
14,807
0.00
18
16,573
0.21
19
18,395
0.21
20
20,274
0.21
21
22,209
0.21
22
24,201
0.21
23
26,249
0.23
INFILTRATION BASIN STAGE - STORAGE TABLE:
elevation of pump = 17.1
elevation of weir cut= 19.7
elevation ofspillway= 20.2
WEIR SPILLWAY TOTAL
(cft) (cfs) Wis)
0.21
0.21
1.08
1.29
9.78
85.87 95.86
23.02
-289.79 313.03
39.57
562.24 602.03
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(ft)
(Sfl
(co
(co
24
16,292
-
-
25
17,852
17,072
17,072
26
19,480
18,666
35,738
26.1
19,646
1,956
37,694
27
21,175
27,824
65,518
27.3
21,697
9,685
75,203
28
22,938
15,622
90,825
29
24,770
23,854
114,679
30
26,670
25,720
140,399
31
28,638
27,654
168,053
3' storage volume provided 75,203 cf
STAGE DISCHARGE TABLE:
Infiltration rate (cfs) = 2.29
crest length of spillway (ft) = 20.0
elevation of spillway = 30.0
ELEVATION INFILTRATION
SPILLWAY TOTAL
(ft) (cfs)
(cfs) (cfs)
24 16,292
-
-
25 17,852
2.29
- 2.29
26 19,480
2.29
2.29
27 21,175
2.29
2.29
28 22,938
2.29
- 2.29
29 24,770
2.29
2.29 t
30 26,670
31 28,638
2.29
2.29
- 2.29 44�p�11�
60.00 62.29
DRAWDOWN TIME:
linear infiltration rate = 10 in/hr
= 0.000231 ft/sec
basin bottom area = 9,884 sf
3-d infiltration rate = 2.29 cf/sec
drawdown time = 547.8 minutes
or
-
/9.1 hours
�_,Or- _ -
0.4 days
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Section V

TARIN WOODS STORMWATER PUMP STATION / FORCE MAIN CALCULATIONS
STORAGE BASIN 1
PUMP CONDITIONS:
19.0 = APPROXIMATE DISCHARGE ELEVATION
13.9 = ELEVATION OF PUMP
17.5 = INVERT OF HIGHEST POINT IN PROPOSED FORCE MAIN
410 LF OF PROPOSED 3' FORCE MAIN
20195 CF VOLUME TO BE DRAWN DOWN IN UNDER 5 DAYS
21.0 GPM MIN. FLOWRATE REQUIRED TO DRAWDOWN IN 5 DAYS
HEAD LOSS:
USING HAZEN-WILLIAMS: Q = 21 GPM min. required for drawdown
D= 3"
hf = 10.44 x 410 x 21 A1.85 = 0.6 FT L = 410 FT
140A1.85 x 3 A4.87 C = 140
he = 17.5 - 13.9 = 3.6 FT
hm = 522 x 3.7 x QA2 = 0.071 FT Ke = 5
DA4
TOTAL DYNAMIC HEAD = 4.3 FT
USE 21.0 GPM @ 4.3 FT TDH FOR DESIGN
Select Tsurumi NK2-15 Semi -Vortex Dewatering Pump:
3" discharge
2 HP, 110 Volt, 1 Phase, 3440 RPM Motors
102 GPM ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
0.23 CFS ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
1.03 DAYS ACTUAL DRAWDOWN TIME
Page 1

TSURUMI Pump NK-SEMErs PERFOUMCE
§B94ORM-MWATEM PUNS I RANGE I
m R
30- 100
so
251 So
m
20
6D
5D
40
10
30
o
GROUP PERFORMANCE IU%NrzE
MM
me
—MM
US GPM 0 20 40 60 OD 7:. 1o01-1&* --12D 140
m3lafin 0.0 02 0.3 CA 0.6
CAPACITY
Bfi-swl,
ti 'd 88ti8 'ON
NL AlddnS. SIHOnH

TARIN WOODS STORMWATER PUMP STATION / FORCE MAIN CALCULATIONS
STORAGE BASIN 2
PUMP CONDITIONS:
18.0 = APPROXIMATE DISCHARGE ELEVATION
9.3 = ELEVATION OF PUMP
17.5 = INVERT OF HIGHEST POINT IN PROPOSED FORCE MAIN
846 LF OF PROPOSED 3" FORCE MAIN
46713 CIF VOLUME TO BE DRAWN DOWN IN UNDER 5 DAYS
48.5 GPM MIN. FLOWRATE REQUIRED TO DRAWDOWN IN 5 DAYS
HEAD LOSS:
USING HAZEN-W ILLIAMS:
Q =
D=
hf = 10.44 x 846 x 48.5 A1.85 = 5.9 FT
L =
140A1.85 x 3 A4.87
C =
he = 17.5 - 9.3 = 8.2 FT
hm = 522 x 3.7 x QA2 = 0.376 FT
Ke =
DA4
TOTAL DYNAMIC HEAD = 14.5 FT
USE 48.6 GPM @ 14.5 FT TDH FOR DESIGN
Select Tsurumi NK2-15 Semi -Vortex Dewatering Pump:
3" discharge
2 HP, 110 Volt, 1 Phase, 3440 RPM Motors
90 GPM ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
0.20 CFS ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
2.70 DAYS ACTUAL DRAWDOWN TIME
48.5 GPM min. required for drawdown
3"
846 FT
140
5
Page 1

'17
TsuRumi PUMP I NK - SONFA womma
I PRUSE I
M Ft
30- 100
so
25
80
m
2D
I 6D
5
so
40
Qu
Xj
10
GROUP PERFORMANCE RANGE
4
6o loo 14C
us GPM a 20 4o 4 ao 12D A
mNrwln 0.0 02 as 0.4 0.6
CAPACITY
Coastal Slt6 0881in, PC
jkpo%xol
Milmingon, NC 28406
ti 'd RD8 'ON NL Alddns SMAH W014. MT bt aq.q

TARIN WOODS STORMWATER PUMP STATION / FORCE MAIN CALCULATIONS
STORAGE BASIN 3
PUMP CONDITIONS:
22.0 = APPROXIMATE DISCHARGE ELEVATION
15.6 = ELEVATION OF PUMP
22.0 = INVERT OF HIGHEST POINT IN PROPOSED -FORCE MAIN
576 LF OF PROPOSED 3" FORCE MAIN
59447 CF VOLUME TO BE DRAWN DOWN IN UNDER 5 DAYS
61.8 GPM MIN. FLOWRATE REQUIRED TO DRAWDOWN IN 5 DAYS
HEAD LOSS:
USING HAZEN-WILLIAMS:
Q=
61.8 GPM min. required for drawdown
D=
3"
hf = 10.44 x 576 x 61.8 A1.85 = 6.3 FT
L =
576 FT
140A1.85 x 3 A4.87
C =
140
he = 22.0 - 15.6 = 6.4 FT
hm = 522 x 3.7 x QA2 = 0.733 FT
Ke =
6
DA4
TOTAL DYNAMIC HEAD = 13.4 FT
USE 61.8 GPM @ 13A FT TDH FOR DESIGN
Select Tsurumi NK2-15 Semi -Vortex Dewatering Pump:
3" discharge
2 HP,110 Volt 1 Phase, 3440 RPM Motors
95 GPM ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
0.21 CFS ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
3.25 DAYS ACTUAL DRAWDOWN TIME
Coastal Site Design, PC
s a,. P.O, Box 4041
Wilmington, NC 28406
Page 1

NK—SERES PERFDMMCE I
jSURU gav TM Pump I fflwvm=.MWATERRM PLMM I RANGE I
m R
251 1UU
so 1 11
201 70
3: 151 so
40-
;pa
201.
t�o
10
a 1 0
GROUP PERFORMANCE RANGE
, qh
ILL I
US GPM 0 20 40 SD 8D �"%00 120 14'
liffrWin 04 01 OA OS
CAPACITY
B���
Coastal site Deslop . PC
PO, BOX 4041
1111minp, N'C 2a4LI6
ODD 'ON NL AlddnS 23HonH &OL.:P 080� -�j -d3S

TARIN WOODS STORMWATER PUMP STATION / FORCE MAIN CALCULATIONS
STORAGE BASIN 4
PUMP CONDITIONS:
27.0 = APPROXIMATE DISCHARGE ELEVATION
17.1 = ELEVATION OF PUMP
27.0 = INVERT OF HIGHEST POINT IN PROPOSED FORCE MAIN
368 LF OF PROPOSED 3' FORCE MAIN
72714 CF VOLUME TO BE DRAWN DOWN IN UNDER 5 DAYS
75.5 GPM MIN. FLOWRATE REQUIRED TO DRAWDOWN IN 5 DAYS
HEAD LOSS:
USING HAZEN-WILLIAMS: Q=
D=
hf = 10.44 x 368 x 75.5 A1.85 = 5.8 FT L =
140A1.85 x 3 A4.87 C =
he = 27.0 - 17.1 9.9 FT
hm = 522 x 3.7 x QA2 = 0.912 FT Ke =
DA4
TOTAL DYNAMIC HEAD = 16.6 FT
USE 75.5 GPM Q 16.6 FT TDH FOR DESIGN
Select Tsurumi NK2-15 Semi -Vortex Dewatering Pump:
3" discharge
2 HP, 110 Volt, 1 Phase, 3440 RPM Motors
96 GPM ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
0.21 CFS ACTUAL FLOWRATE ACCORDING TO PUMP CURVE
3.93 DAYS ACTUAL DRAWDOWN TIME
75.5 GPM min. required for drawdown
3"
368 FT
140
Castel Site Design, PC
Pd. BOX 4041
MI mington, NC 28406
Page 1

ti 'd BM 'ON NC Al.W.n.q qqlp.DoH jAld A I : E 9AA7 -4,1. -.no

Section VI
Coastal Site Design, PC
JRk-m-0i, P0. Box 4041
Wilminoon, NC 28406

STORMWATER MANAGEMENT FOR NEW HANOVER COUNTY:
PRE -DEVELOPED CONDITIONS (see hydrograph summary):
- Pre-dev. — Basin 1
CN Pre Developed = 53 (SCS) composite value determined as follows:
+/- 146,214 sf of soils are A, woods — thin stand (CN = 45)
+/- 22,336 sf of soils are B, woods — thin stand (CN = 66)
- +/- 29,658 sf of soils are D, woods — thin stand (CN = 83)
(146,214 x 45 + 22,336 x 66 + 29,658 x 83) / 198,207 = 53.1... Used CN = 53
Area = 198,207 sf or 4.55 acres
Hydraulic length = 498 ft
Basin slope = 1.8%
Qmax for pre-dev 2-yr storm = 0.91 cfs
Qmax for pre-dev 10-yr storm = 3.65 cfs
Qmax for pre-dev 25-yr storm = 5.11 cfs
Qmax for pre-dev 100-yr storm = 8.10 cfs
- Pre-dev. — Basin 2
CN Pre Developed = 56 (SCS) composite value determined as follows:
+/-172,000 sf of soils are A, woods — thin stand (CN = 45)
+/-194,083 sf of soils are B, woods —thin stand (CN = 66)
(172,000 x 45 + 194,083 x 66) / 366,083 = 56.1... Used CN = 56
Area = 366,083 sf or 8.40 acres
Hydraulic length = 720 ft
Basin slope = 6.1 %
Qmax for pre-dev 2-yr storm =1.92 cfs
Qmax for pre-dev 10-yr storm = 6.59 cfs
Qmax for pre-dev 25-yr storm = 8.95 cfs
Qmax for pre-dev 100-yr.storm = 13.78 cfs
- pre-dev. — Basin 3
CN Pre Developed = 58 (SCS) composite value determined as follows:
+/- 265,973 sf of soils are A, woods — thin stand (CN = 45)
- +/-142,973 sf of soils are B, woods —thin stand (CN = 66)
+/- 91,573 sf of soils are D, woods — thin stand (CN = 83)
(265,973 x 45 + 142,973 x 66 + 91,573 x 83) / 500,519 = 57.9... Used CN = 58
Area = 500,519 sf or 11.49 acres
Hydraulic length = 702 ft
Basin slope = 1.0%
A
Coastal Site Design, PC
P.O. Box 4041
0mington,, NC 28406

Qmax for pre-dev 2-yr storm = 2.72 cfs
Qmax for pre-dev 10-yr storm = 8.59 cfs
Qmax for pre-dev 25-yr storm =11.54 cfs
Qmax for pre-dev 100-yr storm = 17.42 cfs
- Pre-dev. — Basin 4
CN Pre Developed = 74 (SCS) composite value determined as follows:
+/- 87,220 sf of soils are A, woods — thin stand (CN = 45)
+/- 106,243 sf of soils are B, woods — thin stand (CN = 66)
+/- 394,729 sf of soils are D, woods — thin stand (CN = 83)
(87,220 x 45 + 106,243 x 66 + 394,729 x 83) / 588,192 = 74.2... Used CN = 74
Area = 588,192 sf or 13.50 acres
Hydraulic length = 527 ft
Basin slope = 0.7%
Qmax for pre-dev 2-yr storm = 12.13 cfs
Qmax for pre-dev 10-yr storm = 25.28 cfs
Qmax for pre-dev 25-yr storm = 31.06 cfs
Qmax for pre-dev 100-yr storm = 41.99 cfs
POST -DEVELOPED. CONDMONS (see hydrograph summary):
- Post-dev. - Basin 1
CN Post Developed = 74 (SCS) composite value determined as follows:
+/- 71,409 sf of soils are A, woods — thin stand (CN = 45)
- +/- 21,398 sf of soils are B, woods — thin stand (CN = 66)
+/- 26,658 sf of soils are D, woods — thin stand (CN = 83)
+/- 78,742 sf of impervious surface (CN = 98)
(71,409 x 45 + 21,398 x 66 + 26,658 x 83 + 78,742 x 98) / 198,207 = 73.4... Used CN = 74
Area = 198,207 sf or 4.55 acres
Hydraulic length = 489 ft
Basin slope = 0.4%
Qmax for post-dev 2-yr storm = 3.38 cfs
Qmax for post-dev 10-yr storm = 7.09 cfs
Qmax for post-dev 25-yr storm = 8.73 cfs
Qmax for post-dev 100-yr storm = 11.82 cfs
- Post-dev. - Basin 2
CN Post Developed = 78 (SCS) composite value determined as follows:
+/- 81,133 sf of soils are A, woods — thin stand (CN = 45) Xp"'O'
103,213 sf of soils are B, woods — thin stand (CN = 66)0, gox4041181,734 sf of impervious surface (CN = 98) j��p'roon, NO 28406
(81,133 x 45 + 103,213 x 66 + 181,734 x 98) / 366,083 = 77.2... Used CN = 78

Area = 366,083 sf or 8.40 acres
Hydraulic length = 1,250 ft
Basin slope = 0.4%
Qmax for post-dev 2-yr storm = 5.01 cfs
Qmax for post-dev 10-yr storm = 9.94 cfs
Qmax for post-dev 25-yr storm = 12.10 cfs
Qmax for post-dev 100-yr storm = 16.14 cfs
- Post-dev. - Basin 3
CN Post Developed = 75 (SCS) composite value determined as follows:
+/- 97,428 sf of soils are A, woods — thin stand (CN = 45)
- +/-109,264 sf of soils are B, woods — thin stand (CN = 66)
- +/- 69,101 sf of soils are D, woods —thin stand (CN = 83)
+/- 224,726 sf of impervious surface (CN = 98)
(97,428 x 45 + 109,264 x 66 + 69,101 x 83 + 224,726 x 98) / 500,519 — 78.6..Used CN = 79
Area = 500,519 sf or 11.49 acres
Hydraulic length = 1,210 ft
Basin slope = 0.4%
Qmax for post-dev 2-yr storm = 7.13 cfs
Qmax for post-dev 10-yr storm = 13.94 cfs
Qmax for post-dev 25-yr storm = 16.90 cfs
Qmax for post-dev 100-yr storm = 22.44 cfs
Post-dev. - Basin 4
CN Post Developed = 84 (SCS) composite value determined as follows:
+/- 72,695 sf of soils are A, woods — thin stand (CN = 45)
+/- 77,194 sf of soils are B, woods —thin stand (CN­ 66)
+/-147,808 sf of soils are D, woods — thin stand (CN = 83)
+/- 290,495 sf of impervious surface (CN = 98)
(72,695 x 45 + 77,194 x 66 + 147,808 x 83 + 290,495 x 98) / 588,192 = 83.5..Used CN = 84
Area = 588,192 sf or 13.50 acres
Hydraulic length =1,332 ft
Basin slope = 0.4%
Qmax for post-dev 2-yr storm = 11.23 cfs
Qmax for post-dev 10-yr storm = 20.44 cfs
Qmax for post-dev 25-yr storm = 24.34 cfs
Qmax for post-dev 100-yr storm = 31.57 cfs
Coagtai site Deign, PC
A!"
PO. Box 4041
,,A-. Wilmington, NC 28406

- Routed -site -areas draining to pond routed through pond (see hydrographs)
Basin 1:
Qmax for post -route 2-yr storm = 0.23 cfs
Qmax for post -route 10-yr storm = 1.l l cfs
Qmax for post -route 25-yr storm = 2.58 cfs
Qmax for post -route 100-yr storm = 5.77 cfs
Basin 2:
Qmax for post -route 2-yr storm
= 1.03 cfs
Qmax for post -route 10-yr storm
= 6.43 cfs
Qmax for post -route 25-yr storm
= 8.92 cfs
Qmax for post -route 100-yr storm
= 13.28 cfs
Basin 3:
Qmax for post -route 2-yr storm = 0.55 cfs
Qmax for post -route 10-yr storm = 5.48 cfs
Qmax for post -route 25-yr storm = 8.79 cfs
Qmax for post -route 100-yr storm = 14.28 cfs
Basin 4:
Qmax for post -route 2-yr storm = 2.21 cfs
Qmax for post -route 10-yr storm = 17.70 cfs
Qmax for post -route 25-yr storm = 22.78 cfs
Qmax for post -route 100-yr storm = 31.21 cfs
SUMMARY:
Total Pre Development Flows:
Qmax for pre-dev 2-yr storm = 0.91 + 1.92 + 2.72 + 12.13 =17.68 cfs
Qmax for pre-dev 10-yr storm = 3.65 + 6.59 + 8.59 + 25.28 = 44.11 cfs
Qmax for pre-dev 25-yr storm = 5.11 + 8.95 + 11.54 + 31.06 = 56.66 cfs
Qmax for pre-dev 100-yr storm = 8.10 + 13.78 + 17.42 + 41.99 = 81.29 cfs
Total Post Development Flows:
Qmax for post-dev 2-yr storm = 3.38 + 5.01 + 7.13 + 11.23 = 26.75 cfs
Qmax for post-dev 10-yr storm = 7.09 + 9.94 + 13.94 + 20.44 = 51.41 cfs
Qmax for post -dev 25-yr storm = 8.73 + 12.10 + 16.90 + 24.34 = 62.07 cfs
Qmax for post -dev 100-yr storm = 11.82 + 16.14 + 22.44 + 31.57 = 81.97 cfs
Total Post -Routed Development Flows:
Qmax for post routed-dev 2-yr storm = 0.23 + 1.03 + 0.55 + 2.12 = 4.02 cfs
Qmax for post -routed -dev 10-yr storm =1.11 + 6.43 + 5.48 + 17.70 = 30.72 cfs
Qmax for post -routed -dev 25-yr storm- 2.58 + 8.92 + 8.79 + 22.78 = 43.07 cfs
Qmax for post-routed-dev 100-yr storm = 5.77 + 13.28 + 14.28 + 31.21 = 64.54 cfs
Qmax for post-dev. 25-yr storm = 43.07 cfs > 56.66 cfs... OK
"SYSTEM PASSES 100 YEAR STORM Coasts! Site Design, PC
P.O, Box 4041,
Wilmington, NC 28406

Section VII
SIB DnIgn PC
P6 BOX 4041
WIRRIngton, NC 28406

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
00
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
12.91
6
798
237,061
—
--
Total Site Pre-dev
2
SCS Runoff
0.914
6
762
10,572
—
----
Basin 1 Pre-dev
3
SCS Runoff
1.918
6
768
23,860
—
Basin 2 Pre-dev
4
SCS Runoff
2.719
6
780
38,202
—
------
Basin 3 Pre-dev
5
SCS Runoff
12.13
6
750
96,654
—
------
—
Basin 4 Pre-dev
6
SCS Runoff
3.376
6
756
32,067
—
—
Basin 1 Post-dev
7
SCS Runoff
5.006
6
780
69,289
—
—
Basin 2 Post-dev
8
SCS Runoff
7.126
6
780
98,234
—
—
Basin 3 Post-dev
9
SCS Runoff
11.23
6
768
138,027
—
—
---
Basin 4 Post-dev
10
SCS Runoff
0.143
6
1188
5,482
—
Offsite Post-dev
11
SCS Runoff
2.348
6
846
50,250
—
—
—
Offsite Pre-dev
12
Reservoir
0.230
6
972
31,970
6
15.00
23,423
Basin 1 Routed
13
Reservoir
1.032
6
1002
69,184
7
12.18
48,103
Basin 2 Routed
14
Reservoir
0.549
6
1290
96,118
8
17.07
82,765
Basin 3 Routed
15
Reservoir
2.212
6
954
103,485
9
20.01
98,750
Basin 4 Routed
Coastal Site Design, PC:
P.O. Box 4041
wilmingtA NC 2"
All—basins.gpw
Return Period: 2 Year
Monday, Jan 8 2007, 4:45 PM
u d---Mmv Hydro�zmnhs ! yv l^tellsolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cts)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
34.00
6
786
562,177
--
---
—
Total Site Pre-dev
2
SCS Runoff
3.655
6
756
32,009
—
Basin 1 Pre-dev
3
SCS Runoff
6.588
6
762
66,578
—
—
Basin 2 Pre-dev
4
SCS Runoff
8.594
6
768
101,741
—
Basin 3 Pre-dev
5
SCS Runoff
25.28
6
750
198,081
—
------
Basin 4 Pre-dev
6
SCS -Runoff
7.090
6
756
65,717
—
Basin 1 Post-dev
7
SCS Runoff
9.941
6
774
135,228
—
—
—
Basin 2 Post-dev
8
SCS Runoff
13.94
6
774
189,501
—
--
Basin 3 Post-dev
9
SCS Runoff
20.44
6
768
251,882
—
—
—
Basin 4 Post-dev
10
SCS Runoff
1.101
6
1014
37,944
—
------
Offsite Post-dev
11
SCS Runoff
6.706
6
816
128,294
—
—
Offs!te Pre-dev
12
Reservoir
1.109
6
924
65,620
6
17.16
44,530
Basin 1 Routed
13
Reservoir
6.431
6
870
135,124
7
13.13
62,188
Basin 2 Routed
14
Reservoir
5.482
6
918
187,353
8
18.05
112,301
Basin 3 Routed
15
Reservoir
17.70
6
804
217,338
9
20.17
102,953
Basin 4 Routed
i
Caas�►ti Site Des19►►rpC
,�
'`�
P.O. Box 4041
Ail—basins.gpw
Return Period: 10 Year
Monday, Jan 8 2007, 4:45 PM
!-lvdref1mv .4 Almaraohs by !rv�!!so!v

Hydrograph Summary Report
Hyd.
No.
1
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
44.18
Time
interval
(min)
6
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
780
715,733
--
— --
------
Total Site Pre-dev
2
SCS Runoff
5.113
6
750
42,962
—
-- --
Basin 1 Pre-dev
3
SCS Runoff
8.953
6
762
87,879
--
--
------
Basin 2 Pre-dev
4
SCS Runoff
11.54
6
768
132,954
—
------
------
Basin 3 Pre-dev
5
SCS Runoff
31.06
6
750
243,575
—
------
Basin 4 Pre-dev
6
SCS Runoff
8.727
6
756
80,811
—
------
Basin 1 Post-dev
7
SCS Runoff
12.10
6
774
164,313
—
—
-
Basin 2 Post-dev
8
SCS Runoff
16.90
6
774
229,602
—
—
- --
Basin 3 Post-dev
9
SCS Runoff
24.34
6
768
301,050
—
Basin 4 Post-dev
10
SCS Runoff
1.752
6
990
58,366
—
--
Offsite Post-dev
11
SCS Runoff
8.886
6
810
166,103
—
Offsite Pre-dev
12
Reservoir
2.576
6
840
80,714
6
17.42
47,881
Basin 1 Routed
13
Reservoir
8.920
6
852
164,208
7
13.36
65,745
Basin 2 Routed
14
Reservoir
8.794
6
888
227,443
8
18.34
121,860
Basin 3 Routed
15
Reservoir
22.78
6
792
266,506
9
20.23
104,332
Basin 4 Routed
Coastal Site Design, PC
>.
P.O. Box 4041
Wilmington, NC 284DB
Aii_basins.gpw
Return Period: 25 Year
Monday, Jan 8 2007, 4:45 PM
Hvdmflm. Hvd a nhs by !rts;isalv�

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
64.29
rime.
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
6
780
1,017,475
--
-----
-
Total Site Pre-dev
2
SCS Runoff
8.096
6
750
65,386
—
- —
Basin 1 Pre-dev
3
SCS Runoff
13.78
6
756
130,933
—
— ---
—
Basin 2 Pre-dev
4
SCS Runoff
17.42
6
768
195,551
—
------
--
Basin 3 Pre-dev
5
SCS Runoff
41.99
6
744
330,657
—
-_--
—
Basin 4 Pre-dev
6
SCS Runoff
11.82
6
756
109,702
—
--
Basin 1 Post-dev
7
SCS Runoff
16.14
6
774
219,530
—
---
Basin 2.Post-dev
8
SCS Runoff
22.44
6
774
305,592
—
Basin 3 Post dev
9
SCS Runoff
31.57
6
768
393,467
—
Basin 4 Post-dev
10
SCS Runoff
3.267
6
960
104,008
—
Offsite Post-dev
11
SCS Runoff
13.27
6
804
241,379
--
—
Offsite Pre-dev
12
Reservoir
5.768
6
816
109,604
6
17.90
55,172
Basin 1 Routed
13
Reservoir
13.28
6
828
219,426
7
13.75
71,981
Basin 2 Routed
14
Reservoir
14.28
6
864
303,419
8
18.83
137,696
Basin 3 Routed
15
Reservoir
31.21
6
774
358,923
9
20.32
106,621
Basin 4 Routed
Coastal Site Design, PC
P0, Box 4041
WhIn&n, NC 28408
All—basins.gpw
Return Period: 100 Year
Monday, Jan 8 2007, 4:45 PM

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Storage Basin 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 13.90
6,503
0
0
3.00 15.00
8,344
22,271
22,271
4.00 16.00
10,111
9,228
31,498
5.00 17.00
11,940
11,026
42,524
6.00 18.00
13,824
12,882
55,406
7.00 19.00
15,765
14,795
70,200
8.00 20.00
11,763
13,764
83,964
Culvert / Orifice Structures Weir Structures
Monday, Jan 8 2007, 4:45 PM
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
2.60
3.33
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= --
-
-
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage = n/a No No No EAItration = 2.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
8.00
6.00
4.00
2.00
0.00
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
8.00
6.00
4.00
'2.00
0.00
120.00 160.00 200.00 240.00 280.00 320.00 360.00 400.00
Discharge (cfs)
0.00 40.00 80.00
Total 0

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 2 - Storage Basin 2
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 9.30
10,021
0
0
2.00 10.00
10,924
20,945
20,945
3.00 11.00
12,283
11,604
32,549
4.00 12.00
13,720
13,002
45,550
5.00 13.00
15,236
14,478
60,028
6.00 14.00
16,831
16,034
76,062
7.00 15.00
18,505
17,668
93,730
Culvert / Orifice Structures Weir Structures
Monday, Jan 8 2007, 4:45 PM
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 2.60
3.33
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= -
-
-
-
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .013
:000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage = n/a No No No EAItration = 2.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
8.00
6.00
4.00
2.00
Stage / Discharge
Site Dab, PC
Stage (ft)
8.00
6.00
4.00
2.00
0.00 1
0.00 5.00
Total Q
10.00
0.00
15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Discharge (ofs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 3 - Storage Basin 3
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 15.60
25,928
0
0
2.00 16.00
26,787
52,715
52,715
3.00 17.00
28,982
27,885
80,600
4.00 18.00
31,233
30,108
110,707
5.00 19.00
33,542
32,388
143,095
6.00 20.00
35,907
34,725
177,819
7.00 21.00
38,328
37,118
214,937
8.00 22.00
40,807
39,568
254,504
9.00 23.00
43,341
42,074
296,578
Culvert / Orifice Structures
[A)
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi-Staae
= n/a
No
No
No
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00
0.00
Weir Structures
[A]
Crest Len (ft) = 0.00
Crest El. (ft) = 0.00
Weir Coeff. = 2.60
Weir Type = -
Multi -Stage No
Monday, Jan 8 2007, 4:45 PM
[B]
[C]
[D]
0.00
0.00
0.00
0.00
0.00
0.00
3.33
0.00
0.00
No
No
No
Exfiltration = 2.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
PO. Boj 4041
Wllm4on, NC
Stage (ft)
10.00
8.00
6.00
4.00
2.00
I I I I I 1 I 1 I I 1 0.00
50.00 100.00 150.00 200.00 250.00 300.00 350.00 400.00 450.00 500.00 550.00
Total 0 Discharge (cfs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Pond No. 4 - Storage Basin 4
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00 16.00
16,227
0
0
2.00 17.00
18,223
34,450
34,450
3.00 18.00
20,276
19,250
53,700
4.00 19.00
22,386
21,331
75,031
5.00 20.00
24,553
23,470
98,500
6.00 21.00
26,776
25,665
124,165
7.00 22.00
29,057
27,917
152,081
8.00 23.00
31,393
30,225
182,306
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
=. 0.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
8.00
6.00
4.00
2.00
Weir Structures
[A]
Crest Len (ft) = 0.00
Crest El. (ft) = 0.00
Weir Coeff. = 2.60
Weir Type -
Multi -Stage No
[B]
[C]
[D]
0.00
0.00
0.00
0.00
0.00
0.00
3.33
0.00
0.00
No
No
No
EAltration = 10.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under Inlet and outlet control.
Stage / Discharge
Stage (ft)
8.00
6.00
4.00
_._._............ _... _........... _..........
_.
Coastal Ste Desig ; PC
2.00
Wilminato , NC 28406
0.00 -1-
0.00
I .. 0.00
60.00 120.00 180.00 240.00 300.00 360.00 420.00 480.00 540.00 600.00 660.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 1
Total Site Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 12.91 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 51.600 ac
Curve number
= 64
Basin Slope
= 1.0 %
Hydraulic length
= 2100 ft
Tc method
= LAG
Time of conc. (Tc)
= 90.10 min
Total precip.
= 4.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
14.00
12.00
..... .... ...... ................ ........
__..._._ .
10:00
8.00
6.00
4.00
........................................................ ............... ....... .
2.00
0.00
0 3 6
--- Hyd 'No. 1
Total Site Pre-dev
Hyd. No. 1 — 2 Yr
Hydrograph Volume = 237,061 cuft
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
_.. .... _ 2.00
.._................ _........ .....____...___._._.__.._-.--..---..- ..... __ -..--_... ___"............... ............................. . _........... .___-. _..---.._..— .......
__
0.00
9 12 15 18 21 24 27 30
Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 1
Total Site Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 34.00 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 51.600 ac
Curve number
= 64
Basin Slope
= 1.0 %
Hydraulic length
= 2100 ft
Tc method
= LAG
Time of conc. (Tc)
= 90.10 min
Total precip.
= 7.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 562,177 cuft
Total Site Pre-dev
Q (CIS) Hyd. No. 1 -- 10 Yr Q (ds)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
... . ... ........
. ...........
. .... ..... ..... ..........
............ .............. ...
............. . .... ...
4
....... . ..... . ............
- - - ----------------- --- -
... ......
............ ..........
............ .
.... . . . . .
. ......
......... . ... .
....... ..... ... .............
........... . ..... ....
.. .. .. ....
.. ....
.. .
. .... ... .. .. . ..
...
.......
. .........
. . . .............. ..........
. . ......
.
....... . .....
. .. .... ........
. . ......
........ .. .....
-- -
..... . . . ..... . .
.........
- ------ - ---------------------
...... . .......... .................
...... .. .. ........
- ............... . ......
. . ..... . . . ........
.... . ............ . ..... .
......
. . .... . -- - -------------- .
....... .. ........... .............. . ....
......... ... ...
.. . ...............
...........
..... . ... .....
.... ............
..........
. ......
.... . .......
.......... . ..........
.. ......
...........
. . .............................
.. .. ....
..... .................... ...........
............... . .. ..
.. ............ .... .. . . ........... ..... . .
.... ........................ ....
------ . .....
... .
---) .
. . . . .
.... .
.. .. . ...
. ....... ................
. .. ...............
.. .. ... . ....... .
. .............. .
. ........
. ... ... ......
.... I . ... ...............
. . I . . ................. ... .... ...
...................... ...........
....... ...... . . ...........
...... .... .
.. .. ..... ...... ...
..... ......... . .......... ..
......
.. ............. ........... ..
.. ........ ........... .......... .....
. .................
... ........
. ....... ..... .............. . .....
... . . .... . ............ . .... -
... . ...............
... ..... . ....
.......
...... .. ...
........... .
------------
- ---
-' -
. ... . .. . ............
.... . ...................
.. ..... . .. .. ..
....... - - ----- - ------------
. . ... .......
.... . ..................
I . . .. ...........
-.1...
.... ....... ..
. . ...........
. .. ................
.. . .
............
...... - --------
.............. ......... ....
.. ...... .. ...... . . . I .... ..... ...... .
. ........... . ..... ...
.. . . . . ..................... .
..... . .... -1- ........ ... ....... . .
... .... ................ - .
. .............. ........... . ..
.. ............. ....................... .
..........
........ . . . . ...... . .............
..... ..... ...... .. ....... . ...........
. ........
.. .. ...... . .
. .....................
. ............
.... .. . .......... .
..... . ......
. .. . . . ....... . ...................
.. .... .. .............
... ........... --
. .
............
. . ........ ............. ........
............... . .. .............. .
....... . ............ .. ... .......
.... . . --.- ..... .
................... . ......... . ......
.. I ... ... . .. .... - . ......
.. ... . ..................... . ........ .
......... . . ..........
. . .......... I ... ........
.. . ........ . ...............
... ..........
... I ... ........ .
--k .
..... .... .....
. . ..........
. ......
.
. . .. .. . . .. .....
. .... ............. . ....... .... ... - .
-- . . ............. ...... . ........ . .
.... .............. ....
..................................... ........
.... . ........ . . . . . ...............
...... . ...... ...... ..... ..
. .......... ........
...... . .........
I . ....... ... I
.. . . . ..........
...........
. ...............
I ... ...... ..... .. .
--
......... . ...
..... . .I
.... ..... .. ..... .......
- - --------
. .... .......... ....
..........
. ....
. . .. .
........ . ......... . ............. .
......... . ......
......................
.... . ......
i
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 3 6 9 12 15 18 21 24 27. 30
---A°y Hyd No. 1 Time (hrs)
C102*1 Site Design, PC
PO. Box 401
" W111* 011, NC 2W8

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 1
Total Site Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 44.18 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 51.600 ac
Curve number
= 64
Basin Slope
= 1.0 %
Hydraulic length
= 2100 ft
Tc method
= LAG
Time of conc. (Tc)
= 90.10 min
Total precip.
= 8.05 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 242
Total Site Pre-dev
Q (Cfs) Hyd. No. 1 -- 25 Yr
50.00
40.00
30.00
20.00
10.00
0.00
0 3 6
---- Hyd No. 1
Hydrograph Volume = 715,733 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
9 12 15 18 21 24 27 30
Time (hrs)
.- Coastal Site Design, PC
.®' P.O. Box 4041
Wiiminoon, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 1
Total Site Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 64.29 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 51.600 ac
Curve number
= 64
Basin Slope
= 1.0 %
Hydraulic length
= 2100 ft
Tc method
= LAG
Time of conc. (Tc)
= 90.10 min
Total precip.
= 10.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 1,017,475 tuft
Total Site Pre-dev

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Offsite Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 13.660 ac
Basin Slope
= 0.8 %
Tc method
= LAG
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
0.00
0 3
— Hyd No. 11
Offsite Pre-dev
Hyd. No. 11 — 2 Yr
6 9 12 15 18
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 2:348 cfs
Time interval
= 6 min
Curve number
= 60
Hydraulic length
= 1800 ft
Time of conc. (Tc)
= 98.63 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 50,250 cuff
21 24 27
Coastal Site Des19% PC
g P0. Box 4041
Wilminoon, NO 28406
1PA1111
1.00
---a- 0.00
30
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 11
Offsite Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 6.706 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 13.660 ac
Curve number
= 60
Basin Slope
= 0.8 %
Hydraulic length
= 1800 ft
Tc method
= LAG
Time of conc. (Tc)
= 98.63 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 128,294 cuft
Offs1te Pre-dev
Q WS) Hyd. No. 11 --10 Yr Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 11 Time (hrs)
Coastal Slte Design, PC
P.O. Box 4041
Wilmington, NC W6

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 11
Offsite Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 8.886 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 13.660 ac
Curve number
= 60
Basin Slope
= 0.8 %
Hydraulic length
= 1800 ft
Tc method
= LAG
Time of conc. (Tc)
= 98.63 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Offsite Pre-dev
Q (cfs)
• Hyd. No. 11 -- 25 Yr
10.00
8.00
6.00
4.00
2.00
Hydrograph Volume = 166,103 cult
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 11 Time (hrs)
�� Coaxial Site Design, PC
^±s
P.O. Box 4041
V11* 0n, NC 28408

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 11
Offsite Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 13.27 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 13.660 ac
Curve number
= 60
Basin Slope
= 0.8 %
Hydraulic length
= 1800 ft
Tc method
= LAG
Time of conc. (Tc)
= 98.63 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
0
Hydrograph Volume = 241,379 cult
Offsite Pre-dev
3 6 9 12 15 18 21 24 27 30
Hyd No. 11
Time (hrs)
Coastal Site Design, PC
P0. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 10
Offsite Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 13.660 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total. precip.
= 4.50 in
Storm duration
= 24 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 3 6
------ Hyd No. 10
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 0.143 cfs
Time interval
= 6 min
Curve number
= 39
Hydraulic length
= 1700 ft
Time of conc. (Tc)
= 173.28 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 5,482 cult
Offsite Post-dev
Hyd. No. 10 -- 2 Yr Q (ds)
9 12 15 18 21
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
4.`
0.10
0,05
0.00
24 27 30 33
Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
WilmingtoN NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 10
Offsite Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 13.660 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 7.00 in
Storm duration
= 24 hrs
1.00
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 1.101 cfs
Time interval
= 6 min
Curve number
= 39
Hydraulic length
= 1700 ft
Time of conc. (Tc)
= 173.28 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 37,944 cuft
Offsite Post-dev
Hyd. No. 10 —10 Yr
..... . .......... ............
.............. . . .... ...........
. ......... . ........ .. ....
.......... . .......... . .............
. ... . .. . ... . ..............
... .......... ... .
....
....................... .........
... .... .. ..... .. . ................
...............
............. ........
.. ..... - . ..... . . ..............
.... . ....... ..............
................... .........
...... . ............. ........
. .......... .........
...... . .............
.. ....
. ...... .........................
........... . .... . .............
........... .....
. ..... .......... .....
..... . ....
.....................
. ................
... ........................ . .
. . . ..................
.. . .............. . ....... . ...
..... .......... ............
. ......... ........... .......
........... . ......... . . .. .
. ...... . .................
. ... .. ........ .... . . .....
..... ... ...
....... ..
......
. ......
0
3
Hyd No. 10
6 9 12 15 18 21
Q (cfs)
2.00
1.00
0.00
24 27 30 33
Time (hrs)
Coastal Re Design, PC
P.O, Box 4041
Wilmington, NC 28408

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 10
Offsite Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 13.660 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 8.05 in
Storm duration
= 24 hrs
Offsite Post-dev
Q (Cfs) Hyd. No. 10 — 25 Yr
2.00
W1I1l
0.00
0 3
Hyd No. 10
6 9 12 15 18 21
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 1.752 cfs
Time interval
= 6 min
Curve number
= 39
Hydraulic length
= 1700 ft
Time of conc. (Tc)
= 173.28 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 58,366 cult
Q (cfs)
2.00
1.00
0.00
24 27 30 33
Time (hrs)
R Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Offsite Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 13.660 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 10.00 in
Stone duration
= 24 hrs
Q (cfs)
4.00
MIA
2.00
1.00
Offsite Post-dev
Hyd. No. 10 —100 Yr
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 3.267 cfs
Time interval
= 6 min
Curve number
= 39
Hydraulic length
= 1700 ft
Time of conc. (Tc)
= 173.28 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume=104,008 cult
Q (cfs)
4.00
IIGNIX,
2.00
1.00
0.00
0 3 6 9 12 15 18 21 24 27 30 33
Time. fts)
Hyd No. 10 Mr,. Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 2
Basin 1 Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 4.550 ac
Basin Slope
= 1.8 %
Tc method
= LAG
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 0.914 cfs
Time interval
= 6 min
Curve number
= 53
Hydraulic length
= 498 ft
Time of conc. (Tc)
= 28.07 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume=10,572 cuft
Basin 1 Pre-dev
Q (cfs) Hyd. No. 2 -- 2 Yr Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
-0.30
0.20
0.10
000
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
HTime (hrs)
Hyd No. 2
4ACoastal Site Des4gn, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:46 PM
Hyd. No. 6
Basin 1 Post-dev
.Hydrograph type
= SCS Runoff
Peak discharge
= 3.376 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 4.550 ac
Curve number
= 74
Basin Slope
= 0.4 %
Hydraulic length
= 489 ft
Tc method
= LAG
Time of conc. (Tc)
= 33.94 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
4.00
3.00
2.00
1.00
Basin 1 Post-dev
Hyd. No. 6 -- 2 Yr
Hydrograph Volume = 32,067 cuft
Q (cfs)
4.00
3.00
11PA11747
1.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)
Coastal Sh Deslgn; PC
P0. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 12
Basin 1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.230 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Inflow hyd. No.
= 6
Max. Elevation
= 15.00 ft
Reservoir name
= Storage Basin 1
Max. Storage
= 23,423 cuft
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
MM
Basin 1 Routed
Hyd. No. 12 — 2 Yr
Hydrograph Volume = 31,970 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 15 30 45 60 75 90 105 120 135 150
Time (hrs)
-- - Hyd No. 12 Hyd No. 6 C088tal Site Design, PC
. , �, P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 2
Basin 1 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 3.655 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 4.550 ac
Curve number
= 53
Basin Slope
= 1.8 %
Hydraulic length
= 498 ft
Tc method
= LAG
Time of conc. (Tc)
= 28.07 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Basin 1 Pre-dev
Q (Cfs) Hyd. No. 2 --10 Yr
4.00
Om
1.00
Hydrograph Volume = 32,009 cuft
Q (cfs)
4.00
3.00
2.00
igeIf,
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 6
Basin 1 Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 4.550 ac
Basin Slope
= 0.4 %
Tc method
= LAG
Total precip.
= 7.00 in
Storm duration
= 24 hrs
Q (cfs)
8.00
.M
r.11I111
2.00
0.00.E
0 2 4
- . Hyd No. 6
Basin 1 Post-dev
Hyd. No. 6 —10 Yr
6 8 10 12 14 16
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 7.090 cfs
Time interval
= 6 min
Curve number
= 74
Hydraulic length
= 489 ft
Time of conc. (Tc)
= 33.94 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 65,717 cuft
Q (cfs)
8.00
4.00
2.00
0.00
18 20 22 24 26
Time (hrs)
Coastal Site Design, PC
c P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
Basin 1 Routed
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Reservoir name = Storage Basin 1
Storage Indication method used.
4.00
2.00
0.00
0 13 26
—-- Hyd No. 12
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 1.109 cfs
Time interval = 6 min
Max. Elevation = 17.16 ft
Max. Storage = 44,530 cuft
Hydrograph Volume = 65,620 cuft
Basin 1 Routed
Hyd. No. 12 —10 Yr
39 52 65 78 91 104 117 130
Hyd No. 6
Q (cfs)
8.00
. ie
2.00
0.00
143
Time (hrs)
ILACoastal Site Daatgn, PC
�' " A PO. BOX 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 2
Basin 1 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 5.113 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 4.550 ac
Curve number
= 53
Basin Slope
= 1.8 %
Hydraulic length
= 498 ft
Tc method
= LAG
Time of conc. (Tc)
= 28.07 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Basin 1 Pre-dev
Q (cfs) Hyd. No. 2 -- 25 Yr
6.00
5.00
4.00
3.00
2.00
1.00
Hydrograph Volume = 42,962 cuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 " I I I I I I I 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 2WO

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 6
Basin 1 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 8.727 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 4.550 ac
Curve number
= 74
Basin Slope
= 0.4 %
Hydraulic length
= 489 ft
Tc method
= LAG
Time of conc. (Tc)
= 33.94 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
10.00
E:111I1l
AM
MIA
2.00
Basin 1 Post-dev
Hyd. No. 6 -- 25 Yr
Hydrograph Volume = 80,811 cuft
Q (cfs)
10.00
8.00
4.00
2.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)
;. Coastal Site Design, PC
A:
P.O. Box 4041.
W1I*00n, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 12
Basin 1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 2.576 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Inflow hyd. No.
= 6
Max. Elevation
= 17.42 ft
Reservoir name
= Storage Basin 1
Max. Storage
= 47,881 cuft
Storage Indication method used.
Basin 1 Routed
Hydrograph Volume = 80,714 cult
Q (CFs) Hyd. No. 12 -- 25 Yr Q (cfs)
10.00 10.00
8.00 8.00
_..... .......... ................ ..... .-..... - ------- .. _.
6.00 6.00
............ ... ........ ......... ...... ..... ........ ...._ .... ...... ......... ........ _...... ... ........ ....... ......-.._..... .... ..... _ ... ... ...... .................... ............... _ _......... ....
4.00 4.00
2.00 2.00
... ....................... .... -. .......... -.-.................... .._-...... .................. --... ....... ........ _.... .................. -..... ...................... ..... _........... -.... ....... .... ..-..._._-............ ........ ---............ -------- - ..._..... _
0 11 22 33 44 55 66 77 88 99 110
•�----� Hyd No. 12 Hyd No. 6
Time (hrs)
Coastal Site design, RC
P.O. Box 4041
Wilmington, NC PPAnP

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 2
Basin 1 Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 4.550 ac
Basin Slope
= 1.8 %
Tc method
= LAG
Total precip.
= 10.00 in
Storm duration
= 24 hrs
W1111l
. II
2.00
rsW�
Basin 1 Pre-dev
Hyd. No. 2 --100 Yr
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 8.096 cfs
Time interval
= 6 min
Curve number
= 53
Hydraulic length
= 498 ft
Time of conc. (Tc)
= 28.07 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 65,386 cuft
Q (cfs)
10.00
OR
6.00
4.00
2.00
WIYITO
0 2 4 6 8 10 12 14 16 18 20 22 24 26
•-- Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 6
Basin 1 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 11.82 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 4.550 ac
Curve number
= 74
Basin Slope
= 0.4 %
Hydraulic length
= 489 ft
Tc method
= LAG
Time of conc. (Tc)
= 33.94 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (Cfs)
12.00
10.00
M
AM
4.00
ON M
Basin 1 Post-dev
Hyd. No. 6 --100 Yr
Hydrograph Volume=109,702 tuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 6 Time (hrs)
Coastal Site Design, PC
P.Q, Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 12
Basin 1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 5.768 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd. No.
= 6
Max. Elevation
= 17.98 ft
Reservoir name
= Storage Basin 1
Max. Storage
= 55,172 cuft
Storage Indication method used.
Basin 1 Routed
Hydrograph Volume = 109,604 cuft
Q (Cfs) Hyd. No. 12 --100 Yr
Q (Cfs)
12.00
12.00
10.00
10.00
.........
8.00
_ ....... .........
... ..... ... ....... .....
............. .._.....
_..-. . .....................
. .
8.00
6.00
6.00
4.00
4.00
.................. .
...._._
................ .......
......... ............... ... ... ...
_ _
2.00
..... ......... .............._. _........._.
......... ............... ...._
.... .................... _..... _._....
._... ..... ....... .......... _.... .....
..... _._......................... ....... ................
_................. _...... ..._._
.......... -- ---
2.00
0.00
_........ ... ..........._...j...._....._._..
.._.... _................... ...._
...... _........... _...... _._
....._._..---
_..._._
__._.._._.........-_
-.._... ---
-._._....._.__._.
n nn
0
9 18 27 36 45 54 63 72 81 90
Time (hrs)
Hyd No. 12 Hyd No. 6
4Caasfal Site Deelgn, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Basin 2 Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 8.400 ac
Basin Slope
= 1.6 %
Tc method
= LAG
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Q (ds)
2.00
1.00
0.00
0 2 4
— Hyd No. 3
Basin 2 Pre-dev
Hyd. No. 3 -- 2 Yr
6 8 10 12 14
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 1.918 cfs
Time interval
= 6 min
Curve number
= 56
Hydraulic length
= 720 ft
Time of conc. (Tc)
= 37.07 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 23,860 cult
Q (ds)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
Coastal Site Design, PC
® PO. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 7
Basin 2 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 5.006 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 8.400 ac
Curve number
= 78
Basin Slope
= 0.4 %
Hydraulic length
= 1250 ft
Tc method
= LAG
Time of conc. (Tc)
= 63.99 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 69,289 cult
Basin 2 Post-dev
Q (efs) Hyd. No. 7 -- 2 Yr Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 3 6 9 12 15 18 21 24 27
Time (hrs)
Hyd No. 7 Coastal Site Design, PC
,� P0. Box 4041
Wllmhigton, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Basin 2 Routed
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 7
Reservoir name = Storage Basin 2
Storage Indication method used.
Basin 2 Routed
Monday, Jan 8 2007, 4:45 PM
Peak discharge
= 1.032 cfs
Time interval
= 6 min
Max. Elevation
= 12.18 ft
Max. Storage
= 48,103 cuft
Hydrograph Volume = 69,184 cuft

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 3
Basin 2 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 6.588 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 8.400 ac
Curve number
= 56
Basin Slope
= 1.6 %
Hydraulic length
= 720 ft
Tc method
= LAG
Time of conc. (Tc)
= 37.07 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 66,578 cuft
Basin 2 Pre-dev
Q (cfs) Hyd. No. 3 --10 Yr Q (Cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
-_•..— Hyd No. 3
Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 7
Basin 2 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 9.941 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 8.400 ac
Curve number
= 78
Basin Slope
= 0.4 %
Hydraulic length
= 1250 ft
Tc method
= LAG
Time of conc. (Tc)
= 63.99 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
10.00
4.00
2.00
Is 1 1
Basin 2 Post-dev
Hyd. No. 7 — 10 Yr
Hydrograph Volume=135,228 cuft
Q (cfs)
10.00
8.00
6.00
4.00
2.00
`—. 0.00
0 3 6 9 12 15 18 21 24 27
— Hyd No. 7
Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28408

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 13
Basin 2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 6.431 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Inflow hyd. No.
= 7
Max. Elevation
= 13.13 ft
Reservoir name
= Storage Basin 2
Max. Storage
= 62,188 cuft
Storage Indication method used. Hydrograph Volume = 135,124 cuft
Q (cfs)
10.00
AM
4.00
2.00
Basin 2 Routed
Hyd. No. 13 — 10 Yr
Q (ds)
10.00
8.00
�
4.00
2.00
0.00 - I v I r- _ - -......__r. ... _ . _.... a . _.... .I._ J
0.00
0 9 18 27 36 45 54 63 72 81 90 99
- — Hyd No. 13 Hyd No. 7 Coastal site Design, PC Time (hrs)
s P.O. Box 4041
Wilmington, NG 28408

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 3
Basin 2 Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 8.400 ac
Basin Slope
= 1.6 %
Tc method
= LAG
Total precip.
= 8.05 in
Storm duration
= 24 hrs
Q (cfs)
10.00
. M
m
r "I
Basin 2 Pre-dev
Hyd. No. 3 — 25 Yr
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 8.953 cfs
Time interval
= 6 min
Curve number
= 56
Hydraulic length
= 720 ft
Time of conc. (Tc)
= 37.07 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 87,879 cult
Q (cfs)
10.00
8.00
M
4.00
2.00
0.00 1—__ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
��- Hyd No. 3
Time (hrs)
ACoastal SRO 0eslgn, PC
PO, Box 4041Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 7
Basin 2 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 12.10 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 8.400 ac
Curve number
= 78
Basin Slope
= 0.4 %
Hydraulic length
= 1250 ft
Tc method
= LAG
Time of conc. (Tc)
= 63.99 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 164,313 cuft
Basin 2 Post-dev
Q (Grs)
Hyd. No. 7 — 25 Yr Q (cfs)
14.00
14.00
12.00
12.00
10.00
10.00
-
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
... _._.......... .... --..... -...
.... -......................................
......_._._._._.-.
0.00
_
,.._..�_..
_,.,,.
""`
nnn
0 3
- Hyd No. 7
6 9 12 15
18 21 24 27
Time (hrs)
Coastal Slte Design, PC
PO. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 13
Basin 2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 8.920 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Inflow hyd. No.
= 7
Max. Elevation
= 13.36 ft
Reservoir name
= Storage Basin 2
Max. Storage
= 65,745 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Basin 2 Routed
Hyd. No. 13 -- 25 Yr
I.._ ._ .......... .....I.... _......t...11 it I", ...... .......1__. ... ..... 1 ....., ........., ... .I .. ... ...._...I..... ....._....._. L... -
Hydrograph Volume = 164,208 cuft
Q (cfs)
14.00
12.00
10.00
8.00
6.00
I M1111
2.00
0.00
0 8 16 24 32 40 48 56 64 72 80 88
Hyd No. 13 Hyd No. 7
Time (hrs)
3 Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 3
Basin 2 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 13.78 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 8.400 ac
Curve number
= 56
Basin Slope
= 1.6 %
Hydraulic length
= 720 ft
Tc method
= LAG
Time of conc. (Tc)
= 37.07 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 130,933 cult
Basin 2 Pre-dev
Q (Cfs) Hyd. No. 3 --100 Yr Q WS)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 7
Basin 2 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 16.14 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 8.400 ac
Curve number
= 78
Basin Slope
= 0.4 %
Hydraulic length
= 1250 ft
Tc method
= LAG
Time of conc. (Tc)
= 63.99 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 219,530 cuft
Basin 2 Post-dev
3 6 9 12 15 18 21 24 27 vv
Hyd No. 7 Time (hrs)
Coastal Site D6819n, PC
P.O. Box 4041
Wilmington, NC 28a

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 13
Basin 2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 13.28 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd. No.
= 7
Max. Elevation
= 13.75 ft
Reservoir name
= Storage Basin 2
Max. Storage
= 71,981 cuft
Storage Indication method used.
Basin 2 Routed
Hydrograph Volume = 219,426 cult

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 4
Basin 3 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 2.719 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 11.490 ac
Curve number
= 58
Basin Slope
= 1.0 %
Hydraulic length
= 702 ft
Tc method
= LAG
Time of conc. (Tc)
= 43.69 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Basin 3 Pre-dev
Q (cfs)
Hyd. No. 4 — 2 Yr
3.00
2.00
1.00
11 1
Hydrograph Volume = 38,202 cuft
..... . .... . ......... ............
..... . ...................... .. ..................
... .........
...
................ ....... ............
.....
..... . ........
..
. . ..........
.. ..... ------
................ . .......
. ..... . ................ . ....... ........
........................ ..............
.................... . ............ ....
... . .................. . ... ... . . ...
.................. . ........ . ........ ..
.............. ..............
. ..........................
. .. . . ..................... . .......
....... .
. .........
. ... .
. . . ............... . .......... ........
.......... . ....... - .................
. . . . . . . . .............................
..........
..... .... . ............. ........
... . . . ................... .....
...... 11 . .... . .......... . ......... .
.......... --- ........ . .......
... ...... ... ....... ------ -----
. . . ..... ................. . ...
. ..... . ........................
- -- . .
.. . ....................................
- ......
......... ..... . ..... . ...
....... . ....
....... . .. . ........... . ........
........... . ....... . ...........
........ -- ------- - ---- - ----
- ------ . ..........
.. . ............ ..... ....... ......
.................. . .... . . ............
............................................ ..
.... . . . .............. . .....
........... . ....... ......... ....
. ......... ... ................ . ..
....... ....... .............. ......
. . .. ......
....... .............
. ...... -.- ........ .....
... ......... ........... ........
...................
.
........ -'
......... . . .. . ..... .......
... . . . .... . . .
.. .. ...... ......
.. ........ . .
............. .. - .... . .. . ......... . ........ .
........
0 3
-- Hyd No. 4
6 9 12 15
Q (cfs)
3.00
W41111
1.00
O.00
18 21 24 27
Time (hrs)
Coastal Site Design, PC
P0, Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve ,
Hyd. No. 8
Basin 3 Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 11.490 ac
Basin Slope
= 0.4 %
Tc method
= LAG
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Q (cfs)
8.00
4.00
2.00
0.00 �_ .:......_..�
0 3
— -- Hyd No. 8
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 7.126 cfs
Time interval
= 6 min
Curve number
= 79
Hydraulic length
= 1210 ft
Time of conc. (Tc)
= 60.48 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 98,234 cuft
Basin 3 Post-dev
Hyd. No. 8 — 2 Yr
6 9 12 15 18 21 24
Coasts! Site Design, pC
P.O. Box 4041
Imington, NC 28406
Q (cfs)
8.00
�
4.00
2.00 -
0.00
27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 14
Basin 3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.549 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Inflow hyd. No.
= 8
Max. Elevation
= 17.07 ft
Reservoir name
= Storage Basin 3
Max. Storage
= 82,765 cuft
Storage Indication method used.
Basin 3 Routed
Hydrograph Volume = 96,118 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 4
Basin 3 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 8.594 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 11.490 ac
Curve number
= 58
Basin Slope
= 1.0 %
Hydraulic length
= 702 ft
Tc method
= LAG
Time of conc. (Tc)
= 43.69 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Basin 3 Pre-dev
Q (Cfs) Hyd. No. 4 —10 Yr
10.00
8.00
1^-JU11611
4.00
2.00
WAY
Hydrograph Volume = 101,741 cuft
Q (cfs)
10.00
M
M
4.00
2.00
0.00
0 3 6 9 12 15 18 21 24 27
Time (hrs)
— Hyd No. 4 Coasts! Site Design, PC
jk PO. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 8
Basin 3 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 13.94 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 11.490 ac
Curve number
= 79
Basin Slope
= 0.4 %
Hydraulic length
= 1210 ft
Tc method
= LAG
Time of conc. (Tc)
= 60.48 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 189,501 cuft
Basin 3 Post-dev
Q (Cfs) Hyd. No. 8 --10 Yr Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 3
Hyd No. 8
6 9 12 15
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
18 21 24 27
Time (hrs)
Coastal Site Design, PC
P0. Box 4041
Wilmington, NO 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 14
Basin 3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 5.482 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Inflow hyd. No.
= 8
Max. Elevation
= 18.05 ft
Reservoir name
= Storage Basin 3
Max. Storage
= 112,301 cuft
Storage Indication method used.
Hydrograph Volume = 187,353 cuft
Basin 3 Routed
Q (CfS) Hyd. No. 14 --10 Yr Q (CfS)
14.00

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 4
Basin 3 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 11.54 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 11.490 ac
Curve number
= 58
Basin Slope
= 1.0 %
Hydraulic length
= 702 ft
Tc method
= LAG
Time of cons. (Tc)
= 43.69 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Basin 3 Pre-dev
Q (cfs) Hyd. No. 4 -- 25 Yr
12.00
ROX111I
:-11n
G 11
Om
f!><!T!7
Hydrograph Volume = 132,954 cult
Q (cfs)
12.00
10.00
M
4.00
WA11I11
0.00
0 3 6 9 12 15 18 21 24 27
---- Hyd No. 4
CO29tal Site DesIgn, PC Time (hrs)
PO. Box 4041
44 Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Basin 3 Post-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 11.490 ac
Basin Slope
= 0.4 %
Tc method
= LAG
Total precip.
= 8.05 in
Storm duration
= 24 hrs
Basin 3 Post-dev
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 16.90 cfs
Time interval
= 6 min
Curve number
= 79
Hydraulic length
= 1210 ft
Time of conc. (Tc)
= 60.48 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 229,602 tuft

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 14
Basin 3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 8.794 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Inflow hyd. No.
= 8
Max. Elevation
= 18.34 ft
Reservoir name
= Storage Basin 3
Max. Storage
= 121,860 cult
Storage Indication method used.
Basin 3 Routed
Hydrograph Volume = 227,443 cuft

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 4
Basin 3 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 17.42 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 11.490 ac
Curve number
= 58
Basin Slope
= 1.0 %
Hydraulic length
= 702 ft
Tc method
= LAG
Time of conc. (Tc)
= 43.69 min
Total precip.
= 10.00 in
Distribution
= Type ill
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 195,551 tuft
Basin 3 Pre-dev
Q (ds) Hyd. No. 4 --100 Yr Q (ds)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 3 6 9 12 15 18 21 24 27
--w Hyd No. 4 Time (hrs)
Coastal Site Design, PG
A P.O. Box 4041
W1)minOn, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 8
Rasin 3 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 22.44 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 11.490 ac
Curve number
= 79
Basin Slope
= 0.4 %
Hydraulic length
= 1210 ft
Tc method
= LAG
Time of conc. (Tc)
= 60.48 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 305,592 cult
Basin 3 Post-dev
Q (Cfs) Hyd. No. 8 -- 100 Yr Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 3 6 9 12 15 18 21 24 27
Hyd No. 8 Time (hrs)
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 14
Basin 3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 14.28 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd. No.
= 8
Max. Elevation
= 18.83 ft
Reservoir name
= Storage Basin 3
Max. Storage
= 137,696 cuft
Storage Indication method used. Hydrograph Volume = 303,419 cuft
20.00
iiI-8A1
12.00
L: I i
4.00
Basin 3 Routed
Hyd. No. 14 -- 100 Yr
9 18 27 36 45 54 63 72 81
Hyd No. 14 Hyd No. 8
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
90 99
Time (hrs)
Coastal Site 0e819n, PC
PO, Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Basin 4 Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 13.500 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Basin 4 Pre-dev
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 12.13 cfs
Time interval
= 6 min
Curve number
= 74
Hydraulic length
= 527 ft
Time of conc. (Tc)
= 27.24 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 96,654 cuft

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 9
Basin 4 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 11.23 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 13.500 ac
Curve number
= 84
Basin Slope
= 0.4 %
Hydraulic length
= 1332 ft
Tc method
= LAG
Time of conc. (Tc)
= 55.57 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
0
Hydrograph Volume = 138,027 cuft
Basin 4 Post-dev
3 6 9 12 15 18 21 24 27
Hyd No. 9 Time (hrs)
Coastal Slte Daslgn, PC
0
P.O, Box 404i
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Basin 4 Routed
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 9
Reservoir name = Storage Basin 4
Storage Indication method used.
Basin 4 Routed
Monday, Jan 8 2007, 4:45 PM
Peak discharge
= 2.212 cfs
Time interval.
= 6 min
Max. Elevation
= .20.01 ft
Max. Storage
= 98,750 cuft
Hydrograph Volume = 103,485 cult
Q (ds) Hyd. No. 15 -- 2 Yr Q (Cfs)
12.00 12.00
10.00 10.00
... ... ..... ...... . . ........ _ . _.. ---........._..._._._._..._ .
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
it
0.00 0.00
0 12 24 36 48 60 72 84 96 108 120
----- Hyd No. 15 .Hyd No. 9 Time (hrs)
Coastal Site Design, PC
r P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Basin 4 Pre-dev
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 13.500 ac
Basin Slope
= 0.7 %
Tc method
= LAG
Total precip.
= 7.00 in
Storm duration
= 24 hrs
Monday, Jan 8 2007, 4:45 PM
Peak discharge = 25.28 cfs
Time interval
= 6 min
Curve number
= 74
Hydraulic length
= 527 ft
Time of conc. (Tc)
= 27.24 min
Distribution
= Type III
Shape factor
= 242
Hydrograph Volume = 198,081 cuft
Basin 4 Pre-dev
Q (cfs) Hyd. No. 5 —10 Yr Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
------ Hyd No. 5 Time (hrs)
Coastal Site Design, PC
® P0. Box 4041
Y< Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 9
Basin 4 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 20.44 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 13.500 ac
Curve number
= 84
Basin Slope
= 0.4 %
Hydraulic length
= 1332 ft
Tc method
= LAG
Time of conc. (Tc)
= 55.57 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 3
------ Hyd No. 9
Basin 4 Post-dev
Hyd. No. 9 —10 Yr
6 9 12 15
Hydrograph Volume = 251,882 cuft
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
�r�ry
0.00
18 21 24 27
Time (hrs)
Coastal Slte Design, PC
e P0. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 15
Basin 4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 17.70 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Inflow hyd. No.
= 9
Max. Elevation
= 20.17 ft
Reservoir name
= Storage Basin 4
Max. Storage
= 102,953 cuft
Storage Indication method used.
Hydrograph Volume = 217,338 cult
Basin 4 Routed
Q (ds) Hyd. No. 15 --10 Yr Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 7 14 21 28 35 42 49 .56 63 70
--- Hyd No. 15 Hyd No. 9 Time (hrs)
44�Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4A5 PM
Hyd. No. 5
Basin 4 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 31.06 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 13.500 ac
Curve number
= 74
Basin Slope
= 0.7 %
Hydraulic length
= 527 ft
Tc method
= LAG
Time of conc. (Tc)
= 27.24 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Hydrograph Volume = 243,575 cuft
Basin 4 Pre-dev
Q (Cfs) Hyd. No. 5 -- 25 Yr Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 5 Time (hrs)
Coastal Site Design, PC
¢ RO. Box W
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 9
Basin 4 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 24.34 cfs
Storm frequency
= 25 yrs
Time interval
= 6 min
Drainage area
= 13.500 ac
Curve number
= 84
Basin Slope
= 0.4 %
Hydraulic length
= 1332 ft
Tc method
= LAG
Time of conc. (Tc)
= 55.57 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
Hydrograph Volume = 301,050 cult
0 3 6 9 12 15 18 21 24 27 �v
Time (hrs)
Hyd No. 9 Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Basin 4 Routed
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 9
Reservoir name = Storage Basin 4
Storage Indication method used.
Monday, Jan 8 2007, 4:45 PM
Peak discharge
= 22.78 cfs
Time interval
= 6 min
Max. Elevation
= 20.23 ft
Max. Storage
= 104,332 cuft
Hydrograph Volume = 266,506 cult
Basin 4 Routed
Q (Gfs) Hyd. No. 15 — 25 Yr Q (cfs)
28.00
24.00
20.00 —
._........ _...... _....... -.......... ..._._._..._._._........ _....... .-_............ ...... ....._._.... —i
_..-.......... ................ _......... ---.... .._.-................. ........ -...._...._ -_._ ........._._.._..... .....
..............___._....._......._...._._._..._.................. ......... __.._................... . -... _._......-..... ........... ..:_
16.00
......... .. ... _.__. .. ... _. _. ... ... _..... ..... .........f_. ._ ....................
12.00
....... _.- ....................... _........ ....................... _........ ............... __......- --._.. _.. _._....-_._... _...........
R
.. ........................................ ... ................__._._._.......... _....... .._._.......__...-'-'-.-.--._..........._..._....._......
...............................................
..........
...
....
........
__._._...._._...___...._...._...._._._._._.--...................... _..... _.....
.
8.00
..................... .... ........ ..... ............ .... ........... ......... ..... ..... ............ ....._ .......
.........
.....` _....._..
........ ... ............ ........ ... ......... ....... ....... ...... ..... ....................._.....__.._..........�......_._._......._..._ _.....
4.00
'-'-.... ........ --- ........... .----- _.........-.......... _......... . _...- ' ' ............ ..._._.................... ---------- ---- ...-
.._._.......... ._......_._........... ..... _........ ............... ..... ......._..__.........._._._.__..._._. -------
.__..-..
0.00
0 4 8 12 16
— Hyd No. 15 Hyd No. 9
28.00
24.00
20.00
16.00
12.00
8.00
4.00
-' -'--._...._.. _....-'--._.........._._.. -'- ._........... ... -..........
�..�,
20 24 28 32 36
Time (hrs)
Coastal Site Design, PC
P0. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 5
Basin 4 Pre-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 41.99 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 13.500 ac
Curve number
= 74
Basin Slope
= 0.7 %
Hydraulic length
= 527 ft
Tc method
= LAG
Time of conc. (Tc)
= 27.24 min
Total precip.
= .10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= .242
Q (cfs)
50.00 -
40.00
30.00
20.00
10.00
Hydrograph Volume = 330,657 cuft
Basin 4 Pre-dev
Hyd. No. 5 —100 Yr
iiI'IIIIII .. ... ... . ........ I ... ... .. ... I ......... .................... . . ............... —
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 5 Coastal Site Design, PC Time (hrs)
P0. Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 9
Basin 4 Post-dev
Hydrograph type
= SCS Runoff
Peak discharge
= 31.57 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Drainage area
= 13.500 ac
Curve number
= 84
Basin Slope
= 0.4 %
Hydraulic length
= 1332 ft
Tc method
= LAG
Time of conc. (Tc)
= 55.57 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 242
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
- - nyu 1VV. A
Hydrograph Volume = 393,467 cuft
Coastal Site Deslgn, RC
P0, Box 4041
Wilmington, NC 28406

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 8 2007, 4:45 PM
Hyd. No. 15
Basin 4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 31.21 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd. No.
= 9
Max. Elevation
= 20.32 ft
Reservoir name
= Storage Basin 4
Max. Storage
= 106,621 cuft
Storage Indication method used.
Basin 4 Routed
Hydrograph Volume = 358,923 cuft
Q (ds)
Hyd. No. 15 --100 Yr
Q (cFs)
35.00
35.00
30.00
... _
.........
....- _
.....
..
..... . _ ._
__..._.._. .
_.. ... ...... ..... ....
........ .... ............. _.......
.--........ -- -.
..
. . . .............. ....... . ...
.................
30.00
.....
._.............
......... ... .... ..._
. ............... ..._
.... .... ... . ..... ..
....... .. ....... ..... ...........
25.00
... _
.......
_ .......
... ._...
... _..... _
......................
.......... ......
._ .. _ ...... _......
........ ... ...... ...... .... _..._...
......
.......... _
25-00
............ .
20.00
._._. _._._...
_._._....
....-
......... ............_..
.._....
..--.--.--.._._............
_...- _
.... ............
. .
20.00
....... ..
_
......... ...... ........_......_
.
............
._............... ......... .....-.......
.... ... .......... _...........
---............... .......
......... _....... _...........
.................... .....
.......................... _-..._._.__.
._......... _..................
...............
..
15.00
_....... --_....
..... ................... -
15.00
... ..
..
_......
._
-
10.00
...... ................ .......
.... .... .........
........... _........ __... ................
.......
........ . ...............
...................
.....
. ..... - --
.
...................
.........
10.00
-............._
...._......._-
........................_
.........................
....................... .......
........
----
... ..................................................:......................................
-...... .......
.--).......
-- .._.
- - -
_ ........._..... _.
5.00
5.00
0.00 1
._....
_...__._._.
.._......._._._...._...
_._........._._...
_....-----......_.
- -.. ..........-_...._._._._._._._.
-.-.__._._._... -.._
...._._._.__
......._._..._..._...
_...----...............--
--.._... .
; , -4-,-,
--
-- ----
- - -
-
- ----------
0
3 6 9 12 15 18 21 24 27 30 33 36
Hyd No. 15 Hyd No. 9
Time (hrs)
Coastal Site Design, PC
P.Q. Box 4041
Wilmington, NC 28406

Section VIII
Cq;pot�! .-Ito Deelgn, PC
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Section IX
lkCoastal Site Design, PC
PO, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 11/30/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
T
Width
of Spread (ft)
WGR
Grate
Width (ft)
L
Grate
Length (ft)
d_ave
Depth
of Flow (ft)
d curb
Depth
at Curb (ft)
Qi
Intercepted Flow (cfs)
L�J
G =
d' 4
Cif
Parallel Bar P-1-7/8
1.94
1.98
2.98
0.122
0.245
0.890
Coastal Slte Design, PC
P0, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 11/30/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-0.15
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.460
� n�e.T CQ 1► C.
OPT=
0►M
c
014
(:�2
CSN
O. =
a.9-
Coastal Site Design, PC
P.O. Box 4041
v Wilmington, NC 28408

FHWA
Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 11/30/2006
Project
No. :05-0043
Project
Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx
Pavement Cross Slope (ft/ft)
0.0208
SW
Gutter Cross Slope (ft/ft)
0.0400
n
Manning's Coefficient
0.016
W
Gutter Width (ft)
2.00
a
Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/
T
Width
of Spread (ft)
4.61
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.178
d curb
Depth
at Curb (ft)
0.301
Qi
Intercepted Flow (cfs)
1.560
Coastal Site Design, PC
VA k-il
P.O. Box4041
Wilmin9ft, NC 28a

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.96
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.143
d curb
Depth
at Curb (ft)
0.267
Qi
Intercepted Flow (cfs)
1.130
() .L1 l
L-j lwlhr
C
- C), (4
t coastal Site Design, PC
® P0, Box 4041
Wilmington, NC 28408

FHWA
Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project
No. :05-0043
Project
Name.:Tarin Woods
Computed
by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx
Pavement Cross Slope (ft/ft)
0.0208
Sw
Gutter Cross Slope (ft/ft)
0.0400
n
Manning's Coefficient
0.016
W
Gutter Width (ft)
2.00
a
Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
T
Width
of Spread (ft)
WGR
Grate
Width (ft)
L
Grate
Length (ft)
d_ave
Depth
of Flaw (ft)
d curb
Depth
at Curb (ft)
Qi
Intercepted Flow (cfs)
Cv� 1,G
� ; p "l 9
C 0,
6,= CIN
c� = I I %S
Parallel Bar P-1-7/8
5.64
1.98
2.98
0.199
0.322
1.850
NO Site Design, PC
P0. Box 4041
Wilmington, NC 28408

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by. :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
6.35
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d ave
Depth
of Flow (ft)
0.214
d curb
Depth
at Curb (ft)
0.337
Qi
Intercepted Flow (cfs)
2.060
l� R
Li LNItid
C =
0 •�
CZ�
A_ Coastal Site Design, PC
e s P.C. Box 4041
�` Wilmington, NC 28406

FHWA Urban Drainage Design Program,
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
HY-22
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
T
Width
of Spread (ft)
WGR
Grate
Width (ft)
L
Grate
Length (ft)
dave
Depth
of Flow (ft)
d_curb
Depth
at Curb (ft)
Qi
Intercepted Flow (cfs)
Ccl
a,%
C =
O'V
Parallel Bar P-1-7/8
-2.22
1.98
2.98
0.000
0.000
0.140
4NO Site Design, PC
6 P0. Box 4041
WilminOon, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
0.17
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.085
d curb
Depth
at Curb (ft)
0.209
Qi
Intercepted Flow (cfs)
0.520
CQ
at
0' al
C —
O.0
(�=
CIN
_ © .5`1
Coastal Site Design, PC
P.O, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
5.22
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.190
d curb
Depth
at Curb (ft)
0.314
Qi
Intercepted Flow (cfs)
1.730
CkI
a%E
0 ::
Ca
Coastal Sh Design, PC
P.O, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-
T
Width
of Spread (ft)
4.61
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.178
d curb
Depth
at Curb (fL)
0.301
Qi
Intercepted Flow (cfs)
1.560
Ci� ate
Coa& Site Design, PC
P0. Box 4041
`` Wilmington, CSC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.16
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.127
d curb
Depth
at Curb (ft)
0.250
Qi
Intercepted Flow (cfs)
0.940
Glil
KeG
O+rs 1
C
=
C.S 'N
Q 11 4
A1
Coastal Site Design, PC
PO, Box 4041
Wilminoon, NC &06

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.67
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d ave
Depth
of Flow (ft)
0.137
d—curb
Depth
at Curb (ft)
0.261
Qi
Intercepted Flow (cfs)
1.060
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28408

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-�0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-0.15
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.460
ck�
L)��
Coastal Site Design, PC
,. P0. Box 4041
Wilmington, NO 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.44
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.153
d curb
Depth
at Curb (ft)
0.277
Qi
Intercepted Flow (cfs)
1.250
cc, a,k
L, Av%
C : 0,U
Q i Ci N
0,- lta5
Ceaatal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
0.48
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.092
d curb
Depth
at Curb (ft)
0.215
Qi
Intercepted Flow (cfs)
0.580
CV� Q,L
Coastal Site Design, PC
PO. Box 4041
Wilminoon, NC 290s

FHWA
Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project
No. :05-0043
Project
Name.:Tarin Woods
Computed
by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx
Pavement Cross Slope (ft/ft)
0.0208
SW
Gutter Cross Slope (ft/ft)
0.0400
n
Manning`s Coefficient
0.016
W
Gutter Width (ft)
2.00
a
Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.32
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.151
d curb
Depth
at Curb (ft)
0.274
Qi
Intercepted Flow (cfs)
1.220
C1� Q.�\
N Coastal Site Qeslgn, PC
PO. Box 4041
4. Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.16
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.147
d curb
Depth
at Curb (ft)
0.271
Qi
Intercepted Flow (cfs)
1.180
CVS �, 0
_
O •�"` 1
L) ihlhr
C=0U
a
CT Pt
Coastal Site Design, PC
P,O, Box 4041
'h'ilMI On, INC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
7.07
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.229
d curb
Depth
at Curb (ft)
0.352
Qi
Intercepted Flow (cfs)
2.280
� �
^
1h
LI I hd
c =
0, G
CI N
Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
5.39
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.194
d curb
Depth
at Curb (ft)
0.317
Qi
Intercepted Flow (cfs)
1.780
Li
0,
= C,
Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/
T
Width
of Spread (ft)
4.42
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.174
d curb
Depth
at Curb (ft)
0.297
Qi
Intercepted Flow (cfs)
1.510
c
6
A =
O.l�'3
> COai Site resign, RC
P.O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-0.15
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.460
C t
Q.S
L)
t =
0, (,
Q, = C-IN
= a .LiL*
Coastal Site Design, PC
Pa Box 4041
m Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-2.39
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.120
Coastal Site Des[gn, PC
PO. BOX 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
6.84
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d ave
Depth
of Flow (ft)
0.224
d-curb
Depth
at Curb (ft)
0.347
Qi
Intercepted Flow (cfs)
2.210
ACoastal Site Deslgn, PC
P.O, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Protect No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
7.45
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.237
d curb
Depth
at Curb (ft)
0.360
Qi
Intercepted Flow (cfs)
2.400
o
111r
c=
Coastal Vte aeslgn, PC
PO, Box 4041
Wilmington, NO 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/
T
Width
of Spread (ft)
6.21
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.211
d curb
Depth
at Curb (ft)
0.334
Qi
Intercepted Flow (cfs)
2.020
C11 3.c
{� d -S9
LI i nl >nr
Cr O�l�
Q z CIN
ng Coastal Site Design, PC
Q P0. Box 941
Wilmington, NC 28Q6

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.25
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.128
d curb
Depth
at Curb (ft)
0.252
Qi
Intercepted Flow (cfs)
0.960
Coastal Sate Design, PC
P.O. Box 4041
V11*00n, NC 28408

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.03
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.124
d curb
Depth
at Curb (ft)
0.247
Qi
Intercepted Flow (cfs)
0.910
ci� el•T�
Coastal Site Design, PC
d PO. Box 4041
Wilmington, NC 2W6

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.51
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.155
d curb
Depth
at Curb (ft)
0.278
Qi
Intercepted Flow (cfs)
1.270
C i3
4.SI
1
L1 hr
1Z
A
Coastal Site Design, PC
PO, Box 4041
Wilmington, IBC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar 2-1-7/8
T
Width
of Spread (ft)
7.51
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.238
d curb
Depth
at Curb (ft)
0.361
Qi
Intercepted Flow (cfs)
2.420
C= 0.4
CK,�
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-004.3
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
0.07
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.083
d curb
Depth
at Curb (ft)
0.206
Qi
Intercepted Flow (cfs)
0.500
C
Q=
6.so
Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project. No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter -Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
4.61
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.178
d curb
Depth
at Curb (ft)
0.301
Qi
Intercepted Flow (cfs)
1.560
G Vs
Coastal Site Design, PC
m P.O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project. No: :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/
T
Width
of Spread (ft)
3.98
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.164
d curb
Depth
at Curb (ft)
0.288
Qi
Intercepted Flow (cfs)
1.390
C=0.0
Coastal Site Design, PC
P.O. Box 4041.
Wilmington, NG 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.63
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2_98
d_ave
Depth
of Flow (ft)
0.157
d curb
Depth
at Curb (ft)
0.281
Qi
Intercepted Flow (cfs)
1.300
Q- CIi�v-
coastal Site Design, PC
a P.O. Box 4041
Wilmington, NO 28408

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
1.17
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.106
d curb
Depth
at Curb (ft)
0.229
Qi
Intercepted Flow (cfs)
0.720
1�= 0.J0
LI L�IA,r
COW21 Site Design, PC
PO, Box 4041
Wilmington, NC 28QB

FHWA Urban Drainage Design Program,
Drainage of Highway Pavements
Inlets on Sag
Date: '12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
HY-22
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
6.61
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.219
d curb
Depth
at Curb (ft)
0.343
Qi
Intercepted Flow (cfs)
2.140
A
Coastal Site Design, RC
a0, Box 4041
Wilmington, NO 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
7.67
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.241
d curb
Depth
at Curb (ft)
0.365
Qi
Intercepted Flow (cfs)
2.470
G�3 3N,�
LI Lr%) ,,r
Q
c-�
Q
a. �
Coastal Site Design, PC
rv' PO. Box 4041
Wilmington, NG 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-1.15
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.290
c - 0, �
Q- (ZN
Q : 0. Qi,�
Coastal Site Deslgn, PC
P.O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0013
`�
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.04
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
dave
Depth
of Flow (ft)
0.145
d_curb
Depth
at Curb (ft)
0.268
Qi
Intercepted Flow (cfs)
1.150
C1�s LiIC
L�
c =
C),
Coastal Site Deslgn, PC
P0. Box 4041
°- Wilmington, NO 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
4.86
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.183
d curb
Depth
at Curb (ft)
0.306
Qi
Intercepted Flow (cfs)
1.630
Coastai Site Design, PC
P0. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No.. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
0.33
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.089
d curb
Depth
at Curb (ft)
0.212
Qi
Intercepted Flow (cfs)
0.550
Gt3
LJOr
c =
0. (C
Q =
CIN
Q= O,SS
Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No:. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/
T
Width
of Spread (ft)
6.51
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.217
d curb
Depth
at Curb (ft)
0.341
Qi
Intercepted Flow (cfs)
2.110
S."
� L� 1►r
Coastal Site Design, PC
P0, Box 4041
WilminMon, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date.: 12/01/2006
Prc-ect No. :03-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.98
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.164
d curb
Depth
at Curb (ft)
0.288
Qi
Intercepted Flow (cfs)
1.390
Q
& It3°I
A
Coastal Site Design, FC
PO. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
P.r_olect. No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
HY-22
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
T
Width
of Spread (ft)
WGR
Grate
Width (ft)
L
Grate
Length (ft)
dave
Depth
of Flow (ft)
d_curb
Depth
at Curb (ft)
Qi
Intercepted Flow (cfs)
Cd �
CJ:N
�= 1,CO
Parallel Bar P-1-7/8
4.97
1.98
2.98
0.185
0.308
1.660
Coastal Site Design, PC
$ P.O. Box 4041
Wilmington, IBC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
6.28
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.212
d curb
Depth
at Curb (ft)
0.336
Qi
Intercepted Flow (cfs)
2.040
CJ) �t�S
C= 0.4
OL cl N
OL _ D. 64
Coastal Slte Design, PC
Ra Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.33
WG'R
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.130
d curb
Depth
at Curb (ft)
0.254
Qi
Intercepted Flow (cfs)
0.980
c� 0.(.f
Q= CIN
o.= o.000Y
Coastal Site Des ^p, PC
P0. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sack: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *.Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
0.93
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.101
d curb
Depth
at Curb (ft)
0.224
Qi
Intercepted Flow (cfs)
0.670
C = 0,�#
Q= C N
Q= 0 ,(.ail
Coastal Site Design, PC
�. P,O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No_ -0.5-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-0.72
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.360
c= 0,U
C� = CiN
a-;- a.IG
Coastal Site Design, PC
�., PO, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Protect No. :05-0043
J
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.46
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.133
d curb
Depth
at Curb (ft)
0.256
Qi
Intercepted Flow (cfs)
1.010
C(� LI, O
C= 0.(�
Q=
(v= 1.0;
Coastal Site Design, PC
.� P.O. Box 4041
:t Wilmington, NG 28406

FHWA Urban Drainage Design Program, HY-22
Drainage. of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope -(ft/ft). 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
0.48
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.092
d curb
Depth
at Curb (ft)
0.215
Qi
Intercepted Flow (cfs)
0.580
c = O At1
0 cIN
(), = 0 M
Coastal Site Design, PC
" e P.O. Box 4041
W111minoon, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.32
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.151
d curb
Depth
at Curb (ft)
0.274
Qi
Intercepted Flow (cfs)
1.220
�= o,5\
�= r
0' J
CIN
�- 22-
Coeste! Site Design, RC
b. P.O. Box 4041
,,. Vdiiminjon, NG 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
6.28
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.212
d curb
Depth
at Curb (ft)
0.336
Qi
Intercepted Flow (cfs)
2.040
G fis
, 03
til
CIN
Coastal Site Design, PC
PO. Box 4041
Wilmington, NC 2W6

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No- :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
2.33
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.130
d curb
Depth
at Curb (ft)
0.254
Qi
Intercepted Flow (cfs)
0.980
C �J I T
G=
0�
Q-
CSINt
cove
Coastal Site Design, PC
PO. Box 4041
Whill&n, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-004.8
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
4.16
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.168
d curb
Depth
at Curb (ft)
0.292
Qi
Intercepted Flow (cfs)
1.440
cz
o.c�
Ck-
C%N
a = W-N
CQaft Site Design, PC
e ; P,O. Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No- :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
4.24
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.170
d curb
Depth
at Curb (ft)
0.293
Qi
Intercepted Flow (cfs)
1.460
C� L1,W
o (.t\
L - i
0.4
Q = C SA
�"ALe
At
Coastal Site Deslg PC
RO, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
SW Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
4.42
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.174
d curb
Depth
at Curb (ft)
0.297
Qi
Intercepted Flow (cfs)
1.510
kCoastal Site Design, PC
P.O. Box 404i
WilmiVon, N%28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
6.11
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.209
d curb
Depth
at Curb (ft)
0.332
Qi
Intercepted Flow (cfs)
1.990
C% Ll t\• C-
o.
LJ
C- OJJ
('� = CJ�
Coastal site Qeslgn, PC
PO, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
3.16
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.147
d curb
Depth
at Curb (ft)
0.271
Qi
Intercepted Flow (cfs)
1.180
c� H R. t
0 -`A
r
c - 0, Q
Q- Vi
G1= 1,1�
Coastal Site Design, PC
® P.O. BOX 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
5.11
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d ave
Depth
of Flow (ft)
0.188
d—curb
Depth
at Curb (ft)
0.311
Qi
Intercepted Flow (cfs)
1.700
C
L'I N,�-
l ;
t,1 i" ►,r
Coastal Site Csslgn, PC
`t P0, Box 4041
Wilmington, NC 28406

FHWA Urban Drainage Design Program, HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft) 0.0208
Sw Gutter Cross Slope (ft/ft) 0.0400
n Manning's Coefficient 0.016
W Gutter Width (ft) 2.00
a Gutter Depression (inch) 2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-1.02
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.310
= 0.4
Q_cz
0,= 0
Coastal Site Design, Pc
PO. BOX 4041
Wilmington, NC 28406
7

FHWA Urban Drainage Design Program,
HY-22
Drainage of Highway Pavements
Inlets on Sag
Date: 12/01/2006
Project No. :05-0043
Project Name.:Tarin Woods
Computed by :Coastal Site Design, PC
Inlets on Sag: Grate Inlet
Roadway and Discharge Data
Cross Slope Composite/Dep
Sx Pavement Cross Slope (ft/ft)
0.0208
Sw Gutter Cross Slope (ft/ft)
0.0400
n Manning's Coefficient
0.016
W Gutter Width (ft)
2.00
a Gutter Depression (inch)
2.00
Inlet Interception
Inlet
Type *Sag*
Parallel Bar P-1-7/8
T
Width
of Spread (ft)
-0.72
WGR
Grate
Width (ft)
1.98
L
Grate
Length (ft)
2.98
d_ave
Depth
of Flow (ft)
0.000
d curb
Depth
at Curb (ft)
0.000
Qi
Intercepted Flow (cfs)
0.360
C.-:. 0, 4
Q=czh-
c = 03(e
Coastal Site Design, PC
P,O, Box 4041
Wilmington, NC 28406

Section X
coastal Site Design, PC
P0, Box 4041
'� �hinoon, NC 28406

25 YEAR STORM ANALYSIS FOR STORMWATER SWALES/DITCHES:
DRAINAGE SWALE 1 - (20 FT EASEMENT BACK OF LOTS 51-65)
A = 0.73 acres Q = CIA
I = 3.13 "/nr, (25-yr, Tc=5 min.) = (0.30)(8.15)(0.73)
C = 0.3 = 1.78 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = Qn / (1.49s^1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn / (1.49s"1/2) = 0.83
A = By + My^2 P = B + 2y (1 + MA2)^1/2
R = A / P Zav = ARA2/3
B= 0
y = 0.74
A = 1.66
P = 4.7
R = 0.35
Zav = 0.83
y = 0.7 feet
V = Q / A = Q / (by + My"2) = 1.08 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
DRAINAGE SWALE 2 - (20 FT EASEMENT BACK OF LOTS 43-45)
A = 0.2 acres Q = CIA
I = 8.15 "/hr (25-yr, Tc=5 min.) = (0.30)(8.15)(0.20)
C = 0.3 = 0.49 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = Qn / (1.49s^1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn / (1.49s^1/2) = 0.23
A = By + My^2 P = B + 2y (1 + M"2)"1/2
R=A/P Zav =AR"2/3
B= 0
y= OAS
A = 0.83
P = 2.9
R = 0.22
Zav = 0.23
y = 0.5 feet
V = Q / A = Q / (by + My42) = 0.78 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

DRAINAGE SWALE 3 - (20 FT EASEMENT BACK OF LOTS 105-113, 122-130)
A = 0.72 acres Q = CIA
I = 8.15 "1hr (25-yr, Tc=S min.) _ (0.30)(8.15)(0.72)
C. = 0.3 = 1.76 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = On / (1.49s"1/2)
B = 0 or
Y = ? Zav = Zreq
Zreq = Qn / (1.49s^1/2) = 0.82
A = By + My^2 P = B + 2y (1 + MA2)^1/2
R = A / P Zav = AR^2/3
B= 0
y = 0.74
A = 1.64
P = 4.7
R = 0.35
Zav = 0.82
Y = 0.7 feet
V = Q / A = Q / (by + My^2) = 1.07 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
DRAINAGE SWALE 4 - (20 FT EASEMENT BACK OF LOTS 114-121)
A = 0.44 acres Q = CIA
I = 8.15 "1hr (25-yr, Tc=5 min.) _ (0.30)(8.15)(0.44)
C = 0.3 = 1.08 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = On / (1.49s^1/2)
B = 0 or
Y = ? Zav = Zreq
Zreq = On / (1.49s"1/2) = 0.50
A = By + My"2 P = B + 2y (1 + MA2)^1/2
R = A / P Zav = AR^2/3
B= 0
y = 0.62
A= 1.14
P = 3.9
R = 0.29
Zav = 0.50
y = 0.6 feet
V= Q/A= Q/(by +My^2)= 0.95ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

DRAINAGE SWALE 5 - (20 FT EASEMENT BACK OF LOTS 105-113, 122-130)
A = 0.29 acres Q = CIA
I = 8.15 "/hr (25-yr, Tc=5 min.) _ (0.30)(8.15)(0.29)
C = 0.3 = 0.71 wa
--
n = 0.022 REARRANGING MANINING'S GIVES YOU:
s = 0.001
M = 3 (3:1) AR^2/3 = Qn / (1.4901/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn / (1.49s"1/2) = 0.33
A = By + My^2 P = B + 2y (1 + MA2)^1 /2
R = A / P Zav = ARA2/3
B= 0
y = 0.53
A = 0.83
P = 3.3
R = 0.25
Zav = 0.33
y = 0.5 feet
V = Q / A = Q / (by + My^2) = 0.86 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
DRAINAGE SWALE 6 - (20 FT EASEMENT BACK OF LOTS 114-121)
A = 0.18 acres Q = CIA
I = 8.15 'Ihr (25-yr, Tc=5 min.) _ (0.30)(8.15)(0.18)
C = 0.3 = 0.44 ofs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) AR"2/3 = Qn / (1.49s^1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn I (1.49s^1/2) = 0.21
A = By + My^2 P = B + 2y (1 + MA2)^1/2
R = A / P Zav = ARA2/3
B= 0
y = 0.45
A = 0.59
P = 2.8
R = 0.21
Zav = 0.21
y = OA feet
V - Q / A = Q / (by + My^2) = 0.74 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

100 YEAR STORM ANALYSIS FOR STORMWATER SWALES/DITCHES:
DRAINAGE SWALE 1 - (20 FT EASEMENT BACK OF LOTS 51-65)
A = 0.73 acres Q = CIA
I = 9.6 "/hr (100-yr, Tc=5 min.) - (0.30)(0.6)(0.73)
C = 0.3 = 2.1 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = Qn / (1.49sA1/2)
B = 0 or
y = ? Zav Zreq
Zreq = Qn / (1.49sA1/2) = 0.98
A = By + MyA2 P = B + 2y (1 + MA2)Ai/2
R = A / P Zav = ARA2/3
B= 0
y = 0.79
A= 1.89
P = 5.0
R = 0.38
Zav = 0.98
y = 0.8 feet
V = Q / A = Q / (by + MyA2) 1.11 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
DRAINAGE SWALE 2 - (20 FT EASEMENT BACK OF LOTS 43-45)
A = 0.2 acres Q = CIA
I = 9.6 "/hr (100-yr, Tc=S min.) = (0.30)(9.6)(0.20)
C = 0.3 = 0.58 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = Qn / (1.49sA1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn / (1.49sA1/2) = 0.27
A = By + MyA2 P = B + 2y (1 + MA2)A1/2
R = A / P Zav = ARA2/3
B= 0
y = 0.49
A = 0.72
P = 3.1
R = 0.23
Zav = 0.27
y = 0.5 feet
V= Q/A= Q/(by +MyA2)= 0.8 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

DRAINAGE SWALE 3 - (20 FT EASEMENT BACK OF LOTS 105-113, 122-130)
A = 0.72 acres Q = CIA
I = 9.6 "/hr (100-yr, Tc=5 min.) = (0.30)(9.6)(0.72)
C = 0.3 = 2.07 s
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) AR^2/3 = Qn / (1.49s"1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn / (1.49s^i/2) = 0.97
A = By + My^2 P = B + 2y (1 + M^2)"1 /2
R = A / P Zav = ARA2/3
B= 0
y = 0.79
A = 1.87
P = 5.0
R = 0.37
Zav = 0.97
y = 0.8 feet
V = QIA = Q / (by + My^2) = 1.11 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
DRAINAGE SWALE 4 - (20 FT EASEMENT BACK OF LOTS 114-121)
A = 0.44 acres Q = CIA
I = 9.6 "fir (100-yr, Tc=5 min.) = (0.30)(9.6)(0.44)
C = 0.3 1.27 cis
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) ARA2/3 = Qn / (1.49s^1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = Qn / (1.49s"1/2) = 0.59
A = By + Myn2 P = B + 2y (1 + M^2)"1 /2
R = A / P Zav = ARA2/3
B= 0
y = 0.66
A = 1.29
P = 4.1
R = 0.31
Zav = 0.59
y = 0.7 feet
V= QIA= Q/(by +My^2)— 0.98 f/S
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, PVC 28406

DRAINAGE SWALE 5 - (20 FT EASEMENT BACK OF LOTS 105-113, 122-130)
A = 0.29 acres Q = CIA
I = 9.6 "/hr (100-yr, Tc=5 min.) = (0.30)(9.6)(0.29)
r = 0.3 = 0.V cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) AR"2/3 = On / (1.49s^1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = On / (1.49s^1/2) = 0.39
A = By + My^2 P = B + 2y (1 + MA2)^1 /2
R = A / P Zav = AIR A2/3
B= 0
y.= 0.56
A = 0.94
P = 3.5
R = 0.27
Zav = 0.39
y = 0.6 feet
V= Q/A= Q/(by +My"2)= 0.89ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
DRAINAGE SWALE 6 - (20 FT EASEMENT BACK OF LOTS 114-121)
A = 0.18 acres Q = CIA
I = 9.6 "/hr (100-yr, Tc=5 min.) = (0.30)(9.6)(0.18)
C = 0.3 = 0.52 cfs
n = 0.022 REARRANGING MANNING'S GIVES YOU:
s = 0.001
M = 3 (3:1) AR^2/3 = On / (1.49s^1/2)
B = 0 or
y = ? Zav = Zreq
Zreq = On / (1.49s"1/2) = 0.24
A=By+My"2 P=B+2y(1+M"2)A1/2
R = A / P Zav = ARA2/3
B= 0
y = 0.47
A = 0.66
P = 3.0
R = 0.22
Zav = 0.24
y = 0.5 feet
V = Q / A = Q / (by + My^2) = 0.78 ft/s
Acceptable for grass lined channels (see chart 8.05a, Erosion
and Sedimentation Control Planning and Design Manual)
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

Section XI
A
Coastal Site Design, PC
P.O, Box 4041
Wilmington, NC 28406

��LLfi%"Gf,G ei i�GfXi W UMA" J'W.
&4M4�s?iY1"AW C990n 7z��j�
JIasI (Y/,cry AU .2522
U% f rn�rr rt., J41,4 'eaxtoliy ,a 28/0.2
•fry(1.9 ItIL�Jb�Y'JrIN.��7rP.JJJ.JPJrJ.f�P/•!
-.IV28467
Howard Resnick
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28405
February 23, 2006
Reference: Stormwater study for the Cypress Grove development near Wilmington, NC
Dear Mr. Resnick:
i0/rnnP: olo-/u2-(ool
rrrJnrr , /9rr/ t nt�.. JJPf
Land Management Group, Inc. has recently had the pleasure of evaluating the
aforementioned stormwater infiltration sites. The purpose of the evaluation was to describe a
typical soil profile, quantify the depth to the seasonal high water table, to estimate infiltration
rates and to inform the project engineer of any potential limitations of this project. I offer the
following comments.
The soils at this site are most closely associated with Baymeade and a drained Murville
soil series. All profiles had at least some indication of a drainage effect due to the historic local
and regional drainage in this area. The contemporary seasonal high water table is evident by
observation of redoximorphic features suggesting past conditions of saturation and reduction in
conjunction with landscape position. I specifically concentrated on 5 areas across the site. They
are designated as Area 1 (Lots 45, 46, and 47), Area 2 (Lots 54, 55, and 56), Area 3 (Lots 11, 12,
13), Area 4 (Lots 21, 22, and 23) and Area 5 (Across from Lots 92-97, above the 25 foot
contour). Each area will be discussed separately.
Area I
The seasonal high water table was determined to be between 32" and 42" across the site with an
average depth of 34". The estimated infiltration rate for stonnwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment.
Area 2
The seasonal high water table was determined to be between 24" and 36" across the site with an
average depth of 28". The estimated infiltration rate for stormwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment.
Area 3
The seasonal high water table was determined to be between 24" and 34" across the site with an
average depth of 26". The estimated infiltration rate for stormwater would be approximately 1" /
hr. A typical soil profile description form this area is shown in the attachment. Only %2 of the
f
area originally propose_ d is useable as shown on the attached sketch. t F
!"
�- r:I corstai Site G igan, PC
f :: P,O. Box 4041
Wilmington, NC 28406

Area 4
Zone 1 (above the 19 foot contour)
The seasonal high water table was determined to be between 34" and 44" across the site with an
average depth of 38". The estimated infiltration rate for stormwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment.
Zone 2 (below the 19 foot contour)
The seasonal high water table was determined to be between 24" and 34" across the site with an
average depth of 26". The estimated infiltration rate for stormwater would be approximately 2" /
hr, A typical soil profile description form this area is shown in the attachment.
Area 5
The seasonal high water table was determined to be between 24" and 72" across the site with an
average depth of 60". The estimated infiltration rate for stormwater would be approximately 10"
/ hr. A typical soil profile description form this area is shown in the attachment.
In summary, the site can be proposed for stormwater infiltration in accordance with the
above referenced design criteria. I did not observe any other factors that would limit the ability
of this site to serve as a stormwater infiltration area. Please do not hesitate to contact me if you
have any questions with this report. I may be reached at 910-452-0001, 910-471-0777 or at
Sincerely,
ohn P Williams
NC Licensed Soil Scientist, #1113
SC Professional Soil Classifier, #58
CC: Colorado Coastal Development
Coastal Site Design, PC
{ P0. BOX 4041
WIIMIrgton, NC 28406

Typical Profile Descriptions
Area 1, Linear side slope, 0-2% slope.
A 0-4" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1 Salt and Pepper
E1 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1 Clean
E2 15-24" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2 Clean
Bw 24-42" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y3/3, 2.5Y5/3
Cg 42-56" Sand, structureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 42"
Observed water table on February 20, 2006: 53"
Estimated infiltration rate: 2 inches per hour
Area 2, Linear side slope, 0-2% slope.
A 0-4" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1 Salt and Pepper
E1 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1 Clean
E2 15-20" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2 Clean
Bw 20-32" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y3/3, 2.5Y5/3
Cg 32-56" Sand, stzuctureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 32"
Observed water table on February 20, 2006: 48"
Estimated infiltration rate: 2 inches per hour
Area 3, Linear side slope, 0-2% slope.
A 04" Loamy Sand, granular, fr,.ns, np, 2.5Y2.5/1
E1 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1
E2 15-24" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2
Bwg 24-42" Sandy Loam, weak subangular blocky, fr, ns, np, 2.5Y3/2, 2.5Y5/2
Cg 42-56" Sand, structureless, fr, ns, np, 2.5Y5/2,.2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 24"
Observed water table on February 20, 2006: 32"
Estimated infiltration rate: 1 inches per hour
% coastal Site Dea(rt�, RC
a PO. Box 4041
Wilmington, NC 2806

Area 4, Zone 1 (above 19 foot contour), Linear side slope, 0-2% slope.
A 04" Loamy Sand, granular, fr, ns, np, 2.5Y4/2
E1 4-12" Loamy Sand, granular, fr, ns, np, 2.5Y5/2
E2 12-20" Loamy Sand, granular, fr, ns, np, 2.5Y5/3
Bwl 20-34" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y6/4
Bw2 34-44" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y5/4
C 44-60" Sand, structureless, fr, ns, np, 2.5Y5/1, 2.5Y6/2 RMF
Estimated seasonal high water table: 44"
Observed water table on February 20, 2006: None
Estimated infiltration rate: 2 inches per hour
Area 4, Zone 1 (below 19 foot contour), Linear side slope, 0-2% slope.
A 04" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1
El 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1
E2 15-24" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2
Bwg 24-42" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y3/2, 2.5Y5/2
Cg 42-60" Sand, structureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 24"
Observed water table on February 20, 2006: 36"
Estimated infiltration rate: 2 inches per hour
Area 5, Micro -ridge, 24% slope.
A 04" Sand, single grain, vfr, ns, np, 10YR4/1
E1 4-15" Sand, single grain, vfr, ns, np, 10YR5/1
E2 15-22" Sand, single grain, vfr, ns, np, 2.5Y7/1
Bwl 22-56" Sand, single grain, vfr, ns, np, 2.5Y6/8
Bw2 56-60" Sand, single grain, vfr, ns, np, 2.5Y6/4
Estimated seasonal high water table: exceeds 60"
Observed water table on January 31, 2006: None
Estimated infiltration rate: 10 inches per hour
Coastal She resign, PC
R R0, Box 4041
Wilmington, NC 23406

Section XII

PROPOSED NEWHANOYER COUN7YS70RMWATER DESIGNMANUAL
SECTION 40 - R UNOFF DETERMINA77ON PROCEDURES
TABLE 40-3
NEW HANOVER COUNTY .
DEPTH - DURATION - FREQUENCY TABLE
TABLE 40-3A
Duration
Return Period
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(time)
(in)
(in) .
(in)
(in)
(in)
(in)
5 min
0.49.
0.55
0.60
0.68
0.74
0.80
10 min
0.88
0.99
1.07
1.20
1.31
1.41
15 min
1.15
1.29
1.40
1.57
1.70
1.84
30 min
1.62
1.92
2.14
2.47
2.73
2.99
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
2.50
3.30
3.60
4.20
4.70
5.20
3 hr
2.80
3.50
4.05
4.70
5.20
5.80
6 hr
3.30
4.20
4.82
5.71
6.40
7.00
12 hr
3.90
5.00
5.80
6.90
7.70
8.60
24 hr
4.50
5.80
7.00
8.05
9.00
10.00
TABLE 40-3B
Duration
Return Period
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(time)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr
5 min
5.88
6.63
7.23
8.15
8.87
9.60
10 min
5.28
5.91
6.43
7.22
7.85
8.48
15 min
4.60
5.15
5.59
6.27
6.82
7.36
30 min
3.23
3.84
4.28
4.94
5.46
5.97
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
1.25
1.65
1.80
2.10
2.35
2.60
3 hr
0.93
1.17
1.35
1.57
1.73
1.93
6 hr
0.5.5
0.70
0.80
0.95
1.07
1.17
12 hr
0.33
0.42
0.48
0.58
0.64
0.72
24 hr
0.19
0.24
0.29
0.34
1 0.38
0.42
ifulal s Mfg PC
Source: Latest Versions of NWS TP-40 and NWS Hydro-35 P0, Box 4041
7 Mjrnk - N 8an�
JUNE 14, 2000
PAGE 40-5

El
'fable 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Land Use C
Land Use
C
Business:
Lawns:
Downtown areas 0.70-0.95
Sandv soil, flat, 2%
0.05-0.10
Neighborhood areas 0.50-0.70
Sandy soil, ave., 2-7%
0.10-0.15
Residential:
Sandy soil, steep, 7%
Heavy soil, flat, 2%
0.15-0.20
Single-family areas 0.30-0.50
Heavy soil, ave., 2-7%
0.13-0.17
0.18-0.22
Multi units, detached 0.40-0.60
Heavy soil, steep, 7%
0.25-0.35
Mufti units, attached 0.60-0.75
Suburban 0.25=0.40
Agricultural land:
Bare packed soil
Industrial:
Light areas 0.50-0.80
Smooth
Rough
0.30-0.60
Heavy areas 0.60-0.90
Cultivated rows
0.20-0.50
Parks, cemeteries 0.10-0.25
Heavy soil no crop
Heavy soil with crop
0.30-0.60
0.20-0.50
Playgrounds 0.20-0.35
Sandsoil no crop
Sandy oil with crop
0.20-0-40
0.10--0.25
Railroad yard areas 0.20-0.40
Pasture
Heavy soil
0.15-0.45
Unimproved areas 0.10-0.30
Sandy soil
Woodlands
0.05-0.25
0.05-0.25
Streets:
Asphalt 0.70-0.95
Concrete 0.80-0.95
Brick 0.70-0.85
Drives and walks 0.75-0.85
Roofs 0.75-0.85
NOTE: The designer must use judgment
to select the appropriate Cvalue
within the range for the appropriate
land use. Generally, larger areas with
permeable soils, flat slopes, and dense
vegetation should have lowest C
values. Smaller areas with slowly
permeable soils, steep slopes, and
sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration Tigures 8.03b
through 8.03g—source: North Carolina State Highway Commission; Jan.
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, To. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, f, in inches per hour.
Step 5. Determine peak discharge, 0 00/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
Coastal Site Design, PC
P.O, Box 4041
8 03.2 ' Wilmington, NC 28406

0
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A
13
C
D
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
poor condition
68
79
86
89
fair condition
49
69
79
84
good condition
39
61
74
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc,
good condition:
grass cover on 750/6
or more of the area
39
61
74
80
fair condition:
grass cover on 50
to 750/6 of the area
49
69
79
84
Commercial and business
areas (85%impervious)
89
92
94
95
Industrial districts
(72% impervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92
1/4 acre 38
61
75
83
87
1 /3 acre 30
57
72
81
86
1 /2 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking lots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
dirt
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 1 /4 acre
88
93
95
97
Lot sizes of 112 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff fromthe house and driveway is directed toward the street.
source: USDA-SCS _lr_ n...._L_.
8.03.10
PO, BOX 4041 a ., - w
Wilmington, NC 2W6
Rex 12M

[Fwd: Tarin Woods]
Subject: [Fwd: Tarin Woods]
From: Mary Jean Naugle <[e-mail]>
Date: Tue, 19 Dec 2006 17:04:09 -0500
To: [e-mail], Howard Resnik <[e-mail]>, RODNEY
WRIGHT <[e-mail]>, [e-mail]
ad info time extension approved to Jan 10, 2007
Merry Christmas
Subject: Tarin Woods
From: "RODNEY WRIGHT" <[e-mail]>
Date: Tue, 19 Dec 2006 16:10:36 -0500
To: "Mary Naugle" <[e-mail]>
CC: "Howard Resnik" <[e-mail]>
Mary Jean,
With the Holiday season upon us most of our office will be taking vacation time over the next couple of
weeks and having time to complete the comments would be hard to accomplish in the time frame on the
Request for Additional Information. I would like to request an extension on the submittal for Tarin
Woods from January 4 to January 10. Also we need some clarification on comment 2. Are you looking
for the trash rack to be placed over the weir cut? I will be out of the office till Jan 2 after tomorrow so
please direct any correspondence about the extension to Howard's attention.
Thanks,
Rodney Wright
Engineering Tech
Coastal Site Design, PC
rod nevCcD-coastals ited es ig n. com
Ph. 910-791-4441
***ANY DIGITAL INFORMATION IS PROVIDED FOR YOUR CONVENIENCE. NO CLAIM FOR
ACCURACY IS MADE BY COASTAL SITE DESIGN, PC EXCEPT FOR SIGNED AND STAMPED
DOCUMENTS. USER SHALL ASSUME ALL LIABILITY FOR USE AND/OR ALTERATION OF THIS
DIGITAL PRODUCT.***
Fax [phone]
Mary Jean Naugle NC DENR Express WiRO <Mary.Naugle(ancmail.net>
Express
D WQ
NC DENR
.._......... .... .................... ................... ................... _......... ............ ...._......... _._._............................................... ............_..........._.........._._._._._._._._._......... ..._._......... .......... ......................... _._._._._._.............. _......_._._._._._._......._.......:....._._._...................._._._..._..._._..........._._._...:.i
061005 dec06 tarin woods mj.doc Content -Type: application/msword
1 of 2 12/20/2006 8:51 AM

Tarin Woods
Subject: Tarin Woods
From: "RODNEY WRIGHT" <[e-mail]>
Date: Mon, 18 Dec 2006 11:56:23 -0500
To: "Mary Naugle" <[e-mail]>
Mary Jean,
Test pit 4 on the infiltration basin map is the same test pit as test area 5 on Land Management's report.
Rodney Wright
Engineering Tech
Coastal Site Design, PC
rodney(a)-coastalsitedesign.com
Ph. 910-791-4441
***ANY DIGITAL INFORMATION IS PROVIDED FOR YOUR CONVENIENCE. NO CLAIM FOR
ACCURACY IS MADE BY COASTAL SITE DESIGN, PC EXCEPT FOR SIGNED AND STAMPED
DOCUMENTS. USER SHALL ASSUME ALL LIABILITY FOR USE AND/OR ALTERATION OF THIS
DIGITAL PRODUCT.***
Fax [phone]
I of 1 12/ 18/2006 1.23 PM

I
I
December 19, 2006
Mr. Steve Shuttleworth, Member/Manager
Cypress Grove Land, LLC
7741 Market Street, Unit H
Wilmington, NC 28411
Subject: Request for Additional Information
Stormwater Project No. SW8 061005
Tarin Woods, New Hanover County
Dear Mr. Shuttleworth:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Tarin Woods on October 10, 2006 with additional information submitted on November 28, 2006.
Further review of that information has determined that the following information is needed to continue
the stormwater application review:
1. Please verify infiltration rates for each of the four infiltration basins. The map indicates 10-in/hr
infiltration rate for infiltration basin # 4, whereas the report from Land Management indicates a 2-
in/hr infiltration rate for Area 4. Please reconcile discrepancies between the report and the map
12J('d10LP RDVOeq Te'ST t% 0,3 1 N t- I MA P '° c.►0% e iS 'fi
2. Provide bypass structure detail showing a trash rack with no more than 4-inch square openings.
3. Please provide/demonstrate the following in regard to pumped infiltration systems:
a. Set the pump inlet piping at or above sediment cleanout level of the storage pond to avoid
plugging the system between storage pond and infiltration basin.
b. Provide calculations of the amount of volume pumped to the infiltration basin during the
storm event. In no case shall this volume exceed 25% of the design storm runoff volume.
Imcief `,' —'z' wl�C NlK
C. Provide calculations of the available storage volume in the storage pond between thefjc
sediment cleanout level and the overflow elevation. In no case shall this volume be less - 0
than 75% of the total design storm runoff volume.
d. The sum of the two (2) volumes from (b) and (c) above must equal or exceed the total
volume associated with the design storm.
e. The bottom of the storage pond(s) must be located at least two (2) feet above the SHWT or
a liner must be provided. The liner must either be of natural material at least one foot in
thickness and having a hydraulic conductivity of no greater than 1 x 10-6 centimeters per
second when compacted, or a synthetic liner of sufficient thickness to exhibit structural ')
integrity and an effective hydraulic conductivity no greater than that of the natural material
liner. r-
r. The tradeoff for allowing the minimum basin volume to be reduced by that amount being
infiltrated during the storm will be the creation of STANDING WATER IN THE STORAGE
BASIN. Please consider specifying a means to reduce the nuisance potential for mosquitoes
and algae, such as floating fountains.
`rat) ','' r; T, 14"
I,
1Vne
�C�rCazo
dvatur,a
North Carolina Division of Water Quality 127 Cardinal Drive Extension. Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwateryuality.ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/100� Post Consumer Paper

Mr. Steve Shuttleworth
December 19, 2006
Stormwater Application No. SW8 061005
Page 2 of 2
The Division has developed new tentative guidance regarding the design of pumped infiltration
systems. It is the intent of the Division to give some credit for a reasonable amount of runoff
volume that can infiltrate during the design storm event, so that the storage requirement in the
basin can be reduced. Credit for the volume of runoff that is pumped to the infiltration area and
is infiltrated during the storm event will ONLY apply to infiltration systems where a pump is
being utilized to pump the runoff to a separate infiltration area, and will not apply to normal
infiltration trenches and basins where storage and infiltration are permitted to occur in the same
system. The pumped infiltration system will be considered on a case -by -case basis, and will
take into consideration the basin location, soils, water table and other site -specific factors and
requires prior approval of the Division.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to January 4, 2007, or the application
will be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. if you have any
questions concerning this matter please feel free to call me at [phone].
Sincerely,
Mary Jet�=ugle
EN/mjn: S:IWQSISTORMWATERIADDINF0120061061005 dec06
CC: Howard Resnik, Coastal Site Design, 910-791-4441 [fax1501]

P. 1
COMMUNICATION RESULT REPORT ( DEC.19.2006 4:21PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
----------------------------------------------------------------------------------------------------
152 MEMORY TX 97911501 1 P. 3/3
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
=1 Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Phone: [phone]
To: Mr. Howard Resnik, Coastal Site Design From: M. J. Naugle
Fax: [phone] Pages: 1 of 2
Phone: [phone] Date: 12/18/2006
Re: Tarin Woods— SW8 061005 CC: Rodney Wright
❑ Urgent X For Review Please Comment Please Reply ❑ Please Recycle
e
Mr. Resnik;
Please find attached a request for additional information involving the pond outlet to minimize
plugging.
Thank you,
Mary Jean
XA
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service A;
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] !vOL1k(vt

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone:[phone]
Fax: [phone]
November 28, 2006
Mary Jean Naugle
Express Review Permitting
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Request for Additional Information
Project # SW8 061005
Tarin Woods
New Hanover County
CSD Project No. 05-0043
Dear Mary Jean:
Thank you for your comments on the Tarin Woods submittal. I've noted below our response or actions regarding your comments for
the referenced project. Enclosed please find the following items.
- one (1) copy of the Stormwater Management Calculations
two (2) copies of sheets EC-1 through EC-7 , the "Sedimentation & Erosion Control and Storm Water Management
Plan"
revised pages 14-16 of the restrictive covenants
exhibit "B"
two (2) copies of Exhibit Map "C"
Items:
1. Vincent performed soil test and basins 1 and 3 have been approved.
2. added note on each basin stating `Basin to be lined with Centipede sod".
3. location of impervious areas will be delineated with exhibit map "C".
4. overflow bypass pipes and emergency spillways are being discharged into bodies of water that are classified as streams and
unnamed tributaries by the state. Other basins are discharging into 10 ft drainage easements that have been labeled on the
plans.
5. basin/swales will be recorded in drainage easements. Notes have been added to sheets EC1-EC5 stating the basins will be
placed in recorded drainage easements.
6. enclosed are pages 14-16 with the corrected deed language and exhibit `B"
Ve ly yours,
Rodney fight
Encl.: As noted above
'e p%
NOV 18
a`
cc: Cypress Grove Land, LLC

P
ARTICLE IX.
GENERAL PROVISIONS
SECTION 1. Restrictions on -JurisdictionalWetlands. The areas denoted as Wetland Preservation
Area shown on the recorded plat entitled "Wetland Preservation Plan for Tarin Woods dated
", for Colorado Coastal Developers, LLC, attached hereto as Exhibit "A', and
recorded in Book Page in the New Hanover County Register of Deeds as Wetland
Preservation Area shall be maintained in perpetuity in a natural and managed condition.
This covenant is intended to ensure continued compliance with the mitigation condition of a Clean Water Act
authorization issued by the United States of America, U.S. Army Corps of Engineers, Wilmington District,
Action ID 200400941, and, therefore, may be enforced by the United States of America. This covenant is to
run with the land and shall be binding on the Owner and all parties claiming through or under it, including,
but not limited to any adjacent homeowner's or any homeowners' association to whom the owner may assign
or convey its rights. Modification of this particular Section 13 of Article VI will require written consent of the
United States Army Corps of Engineers.
The wetland map referred to in paragraph one of this Section designates Wetland Preservation Areas.
Notwithstanding the provisions of this Section, the following activities will be permitted in Wetland
Preservation without further consent of the United States Army Corps of Engineers: establish and maintain
pervious surface, nature trails; remove noxious or poisonous plants such as poison ivy, poison oak; repair or
remove storm damage and/or dying or diseased vegetation and trees; erect, build and maintain pile supported
structures not requiring permits pursuant to 33 CFR 323.3.
SECTION 2. Stormwater Mana. emerit. SEE EXHIBIT G°B"
SECTION 3. Rights of Institutional Note Holders. Any institutional holder of a first lien on a Lot
will, upon request, be entitled to (a) inspect the books and records of the Association during normal business
hours, (b) receive an annual audited financial statement of the Association within ninety (90) days following
the end of its fiscal year, (c) receive written notice of all meetings of the Association and right to designate a
representative to attend all such meetings, (d) receive written notice of any condemnation or casualty loss that
affects either a material portion of the Project or the Property securing its loan, (e) receive written notice of
any sixty-day (60) delinquency in the payment of assessments or changes owed by any Owner of any property
which is security for the loan, (f receive written notice of a lapse, cancellation, or material modification of
any insurance policy or fidelity bond maintained by the Association, (9) receive written notice of any
proposed action that requires the consent of a specified percentage of mortgage holders, and (h) be furnished
with a copy of any master insurance policy.
SECTION 4. Utility Service. Declarant reserves the right to subject the Property to contracts for the
installation of utilities, cable TV and street lighting, which may require an initial payment and/or a continuing
monthly payment by the Owner of each Lot. Each Lot Owner will be required to pay for any water
connections, sewer connections, impact fees or other utility service to the Lots. In the alternative, the
Developer may collect such connection, impact and other fees, charges directly from the Lot Owners. All Lot
Owners shall be required, for the household purposed, to use water and sewer supplied by the
companies/governmental units servicing the Project. Separate water systems for outside irrigation and other
outdoor uses shall not be permitted without the consent of the Declarant or the Association.
SECTION 5. Severability. Invalidation of any one of these covenant or restrictions by judgment or
court order shall in no way affect any other provisions which shall remain in full force and effect.
SECTION 6. Lots Subject to Declaration/Enforcement. All present and future
occupants of Lots and their guests or invitees, shall be subject to, and shall comply with
14
NOV 2 8 zoos

Declaration, and as the Declaration may be amended from time to time. The acceptance of a deed of
conveyance or the entering into of a lease or the entering into occupancy of any Lot shall constitute an
agreement that the provisions of the Declaration are accepted and ratified by such Owner, tenant or
occupant. The covenants and restrictions of this declaration shall inure to the benefit of and be enforceable
(by proceedings at law or in equity) by the Association, or the Owner of any Lot, their respective legal
representatives, heirs, successors and assigns, and shall run with and bind the land and shall bind any person
having any Lot, as though such provisions were made a part of each and every deed of conveyance or lease,
for a term of twenty (20) years from the date this Declaration is recorded, after which time they shall be
automatically extended for successive periods of (10) years, unless terminated by the Lot Owners. Failure by
the association or by an Owner to enforce any covenant or restriction herein contained shall in no event be
deemed a waiver of the right to do so thereafter.
SECTION 7. Liability of Declarant. The affirmative vote of no less than two-thirds (2/3) of all
votes entitled to be cast by the Association Members shall be required in order for the Association to (1) file a
complaint, on account of an act or omission of the Declarant, with any governmental agency which has
regulatory or judicial authority over the Project or any part thereof; or (2) assert a claim or sue the Declarant.
SECTION 8. Right of First Refusal. Declarant retains the right of first refusal to purchase any
vacant lot to be sold within twelve (12) months of initial transfer for an amount equal to the purchase price of
the initial sale.
SECTION 9. Sale of Proper No owner shall employ as listing agent Coldwell Banker Seacoast
Realty as representative for the sale of any and all property encompassed in this Declaration. Nor shall any
owner allow signage, advertisements, banners or flyers for Coldwell Banker Seacoast Realty, their brokers,
agents, subsidiaries, successors and/or assigns to be placed on any property, lot or common area described in
this Declaration.
ARTICLE X.
PIER AREA
SECTION 1. The Association shall responsible for the cost of maintenance, repair and replacement
the pier and pier area as delineated upon plat of the same if constructed. Any obligation for the construction
and replacement of any pier shall be subject to approval from CAMA. On or before completion of
construction of any pier a plat shall be recorded in the New Hanover County Registry depicting such pier.
Replacement of any pier area shall be at the discretion of the Association as determined by vote of a majority
of the lot owners.
Any owner of an individual boat slip, unit or area shall be liable to pay for his or her pro-rata share, as
determined by the Association, of any maintenance, repair or replacement or said slip, unit or area and shall
be billed accordingly by the Association. Any owner granted permission to individually and unilaterally
construct any pier, dock or slip shall be solely responsible and liable for the cost of construction,
maintenance, repair and replacement of said structure. In the event that a owner of a unilaterally constructed
pier, dock or slip allows said area to fall into disrepair the Association is hereby granted a right of access to
repair or demolish said area and assess alien for the cost of said repair or demolition upon said owner.
NOV
15 BY -�

ARTICLE XI.
FUTURE DEVELOPMENT
SECTION 1. Developer may, from time to time, without the assent of any other entity, annex to and
make part of the Subdivision any other real prop" which Developer now owns or later acquired (the
"Additional Property', upon such terms and conditions and subject to covenants and restrictions, as the
Developer, in its sole discretion, shall deem reasonable and appropriate.
SECTION 2. Each such annexation of Additional Property shall become effective upon the
recording of an amendment to this Declaration, duly executed by the Developer, specifically describing the
Additional Property annexed to the subdivision, and setting forth the terms and conditions upon which such
Additional Property is annexed to the Subdivision and the covenants and restrictions to which such
Additional Property shall be subject.
IN WITNESS WHEREOF, the undersigned has caused this Declaration to be
executed the day and year first above written.
Cypress Grove Land, LLC
Steven Shuttleworth, Member/Manager
County, North Carolina
I certify that the following person(s) personally appeared before me this day, each acknowledging to
me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated: Steven Shuttleworth, member/manager.
Date:
Printed Name:
My commission expires:
Notary Public
RECEIVE
NOV 8 2006
16 BY:

::DEXHIBIT B NiE
In accordance with Title 15 NCAC 21-1.1000, the Coastal Stormwater Management Regulations, deed
restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold. Deed restrictions and protective covenants are necessary to ensure that
the development maintains a "built -upon" area consistent with the applicable regulation governing the
density level.
I, acknowledge and affirm by my signature below,
following deed restrictions and protective covenants to be recorded for
prior to the sale of any lot:
that I will cause the
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number , as issued by the Division of Water Quality under
NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. 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.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is 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, and coquina, but does
not include raised, open wood decking, or the water surface of swimming pools.
7. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street,
grading the lot to drain toward the street, or grading perimeter swa/es to collect the runoff and
directing them into a component of the stonnwater collection system. Lots that will naturally drain
into the system are not required to provide thes additional measures
8. See Exhibit Map" C" for limits of Built Upon Area allowed for each lot.
Signature: Date:
a Notary Public in the
State of , County of
do hereby certify that personally appeared
before me this the day of , 20 , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
Signature
My Commission expires
NOV 9 8 7006
Y:

iY 11/03/2006 08:56 9104520060 LANrjHHiVF1UGMt=iv i
\I L:e� c--->1�
INK
IIyFIL7R,4TICIN SITE VISIT REQUEST
Name of the Project
Location (attach a clear vicinity map): street ode-ress. sR number, community, etc.
Directions from the nearest major intersection-
owner/Applicant
Consultant Name:
4As-
Consultant Contact Information: Phone, tax, ema(I. etc. ��,s�1•"+SQ�e...
Existing ground elev. @basin/trench=
SHWT elev.=
SHWT plus 2' (max. bottom elev.)-
DatefTime of Soils Investigation :
Summary/Comments:
\/ I N celvj l.lz-�,vJa<29
Ni, N A Je GLUA� T�
it
#1 #2 #3 #4 #5 #6 #7 #$
®(.o 6 � Qii
-- EVE tr �Cz-•E/�c `''
ting, active u•i;illty lines located within the proposed basin/trench
Ali proposed infiltration areas and exis
must be m-arked and flagged. If these ae+eo erl��fii # at o 9 system w�ll be locattediqlresan a eta ofrex sting
decline to do the investigation, If the p p
pavement and there is no open ilsr area
nearby.
ti f at on dcIs not takeattiine place ofta soils 'through
prepared by
la er must.be provided. The so ci verify the air,
Y appropriate professional. The Soils
oil Mgt on tlstto the swill luitabi� tv of #helsite tottmeet the infiltration ed to
the Soils Report. and .-nake a d
design requirements under NCAC 2H.-1000, and assumes no liability should the system fail.

P. 1
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246 MEMORY TX
* * * COMMUNICATION RESULT REPORT ( NOV. 3.2006
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
9-9107914441---
2:35PM )
TTI
RESULT
OK
NCDENR WIRO
PAGE
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Mlchael F. zoway, Governor
William G. Rces Jr., Secretary
North Carolina Department of Environment and Natural Resources
9
Alan W. Kiln*, P. E. Director
Water
[]lvlslon of Quality
Colson H. Sullins, Deputy Director
Dlvlslon or water Quality
Phone; 910-796 7303
To:
Mr. Howard Rsnik, Coast�i Site Deign
From
M. J. Naugle
Fam
910-791-1501
113spoo
1 of 6
Phone: [phone] onto 11 /3/2006
Re: Tarin Woods- SW8 061005 cc:
0 Urgent For Review Plesao Comment x Please RepW n plasm" Recycle

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Colleen H. Sullins, Deputy Director
Division of Water Quality
Phone: [phone]
E7 ootp Al
To: Mr. Howard Rsnik, Coastal Site Design From: M. J. Naugle
Fax: [phone] Pages: 1 of 6
Phone: [phone] Date: 11/3/2006
Re: Tarin Woods- SW8 061005 CC:
❑ Urgent For Review Please Comment x Please Reply ❑ Please Recycle
•
Mr. Resnik;
Please. find attached a request for additional information.
Thank you,
Mary Jean
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone]-b- ®R

0'� AT �qQ�
r
r
October 31, 2006
Mr. Steve Shuttleworth, Member/Manager
Cypress Grove Land, LLC
7741 Market Street, Unit H
Wilmington, NC 28411
Subject: Request for Additional Information
Stormwater Project No. SW8 061005
Tarin Woods, New Hanover County
Dear Shuttleworth:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Tarin Woods on October 10, 2006. A preliminary review of that information has determined that the!
application is not complete. The following information is needed to continue the stormwater review:
Please provide a soil test at the to tion of infiltration basins numbered 1 and 3. The previous
evaluation did not test these sites and the SHWT varies significantly on this property. Contact-
Vincent Lewis to schedule a site visit for these basin locations. _
2. Please specify on the p ans the vege a Ion species or asln slopes not being hardened.
3. Take the drainage areas to the rear setback lines of each lot, at a minimum. Runoff from the built -
upon areas on all lots must go to stormwater collection systems. Include these areas in on -site
drainage calculations.
4. Do you have appropriate easements where emergency discharges from ponds and infiltration
basins discharge off the property? Is there something to drain to such as an easement, wetlands,
existing body of water, etc... to prevent flooding adjacent properties? (Re: pond-1, infiltration basin-
1, pond-2, basin-3, and basin-4).
5. Please locate the infiltration basins / ponds / swales in recorded access/drainage easements shown
on the plans.
6. Please include high -density format for the language in the deed restrictions and covenants
according to the attached template. The permit cannot be transferred to HOA until the permittee
submits the required documentation to DWQ and DWQ approves the transfer.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to November 29, 2006, or the
application will be returned as incomplete.. The return of a project .will necessitate resubmittal of all
required items, including the application fee. If you need additional time to submit the information,
please mail or fax your request for a time extension to the Division at the address and fax number at
the bottom of this letter and to the attention of Mr. Cameron Weaver. The extension request must
indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents
must be returned or new originals must be provided. Copies are not acceptable. If you have any
questions concerning this matter please feel free to call me at [phone].
ncerely, P
r �
ary Jt a4i auaIe /
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone]
Wilmington Regional Office Internet: www.ncwaternualitv.ora Fax [phone]
`
NCaro ina
oNaturally
Customer Service
1-877-623-6748
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper

SW8 061005 Tarrin Woods Stormwater Application Re: Soil Visit t...
Subject: SW8 061005 Tarrin Woods Stormwater Application Re: Soil Visit to Cyperss Grove
From: Mary Jean Naugle <[e-mail]>
Date: Tue, 24 Oct 2006 11:50:58 -0400
To: Howard Resnik <[e-mail]>, [e-mail],
[e-mail]
Howard;
Please submit the attached the request for soil site visit to Vincent Lewis and
copy me. I did speak with Vincent this morning about this project. We do not
have this form for this project. Vincent said there will need to be another site
visit requested since the original locations did not cover infiltration basin # 1
and 3; especially since the SHWT varies significantly on this project area. Call
Vincent for a site visit date.
Mary Jean Naugle
NC DENR
Express Permitting
Howard Resnik wrote:
Mary Jean,
I have never received anything from Vincent of that nature, on any project.
Vincent trusts us to report exactly what he found out in the field, which is
what that report shows.
In many cases, Vincent is more liberal than the private soils scientist, and
we ignore Vincent's call and design by the more conservative call on the
SHWT.
Howard Resnik, PE
Coastal Site Design, PC
3805 Cherry Avenue
Wilmington, NC 28403
910 791 4441 office
910 791 1501 fax
www.coastalsitedesign.com
Howard Resnik, PE
Coastal Site Design, PC
3805 Cherry Avenue
Wilmington, NC 28403
910 791 4441 office
910 791 1501 fax
www.coastalsitedesign.com
-----Original Message -----
From: Mary Jean Naugle [mailto:[e-mail]]
Sent: Tuesday, October 24, 2006 8:01 AM
To: Howard Resnik
Subject: Re: Soil Visit to Cyperss Grove
Vincent is out for several days.
I understood that the consultant submitted the report to Vincent for review.
Did you receive approval from Vincent of the report?
1 of 2 10/24/2006 12:06 PM

COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
October 10, 2006
Cameron Weaver
Express Review Coordinator
N.C. Department of Environment
And Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Submittal
Tarin Woods Subdivision
New Hanover County
CSD Project No. 05-0043
Dear Mr. Weaver:
Enclosed please find the following items for the referenced project:
RECEIVED
OCT 1 0 7006
BY: 5W 8 Olo(065
- one (1) copy of the Express Review Narrative
- original and one (1) copy of the completed Stormwater Management Permit Application and Infiltration Basin
Supplements
- $4,000.00 application fee
- two (2) copies of sheets EC 1 through EC7, of the "Sedimentation & Erosion Control, Water Quality, and Stormwater
Management Plan"
- two (2) copies of the Stormwater Management Calculations
- two (2) copies of sheet 1 of 1, the "Delineation for Infiltration Basins" map
- two (2) copies of sheet 1 of 1, the "Infiltration Testing" map
- two (2) copies of the draft restrictive covenants
- one (1) copy of the corporate resolution
We request NCDENR certification of compliance of this project with stormwater regulations. Thank you for your consideration of
this request. Please call if you require any additional information
Ve truly yours,
Rodney Wri t
Encl.: As noted above
cc: Cypress Grove Land, LLC

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CERTIFICATE OF LIMITED LIABILITY COMPANY RESOLUTION
OF
CYPRESS GROVE LAND, LLC
a North Carolina limited liability company
WHEREAS, the provisions of the North Carolina Limited Liability Company Act, as
amended (the "LLC Act") provide that any action which is required to be taken or which may be
taken at a meeting of a company=s members may be taken without a meeting if a consent in writing
setting forth the action so taken is signed by all of the Members entitled to vote with respect to the
subject matter thereof.
NOW, THEREFORE, pursuant to the provisions of the LLC Act, the undersigned Members
of Cypress Grove Land, LLC (the ACompany@), who constitute all the Members of the Company,
hereby consents to, votes in favor of and adopts each of the following resolutions by the unanimous
written consent of said Members as if such action had been taken at a special meeting of said
Members duly called with proper notice.
RESOLVED, that the Company be, and is hereby authorized, directed and empowered to
purchase that certain real property consisting of approximately 52 acres located in New Hanover
County, North Carolina, described as All of Tract BC, as shown upon that map recorded in the
New Hanover County Registry in Map Book 33 at Page 227, said map being entitled
"Boundary Survey for Marvin H. Congleton and wife, CaroW, as adjusted by Boundary
Line Agreement by W.K. Dickson, Inc. (the AProperty@) on the terms and conditions set forth in
that certain Agreement for Purchase and Sale of Real Property dazed December 1, 2004.
RESOLVED, that Steve Shuttleworth (the AAuthorized Manager@), in his capacity as
Manager of the Company, be, and is hereby authorized, directed and empowered for and in the name
of the Company to execute and deliver any all documents associated with the Company=s
acquisition of the Property, including but not limited to the promissory note and deed of trust relating
to the loan from Brown Financial, LLC to the Company, the proceeds of which shall be utilized to
acquire the Property.
RESOLVED, that the Authorized Manager is hereby authorized to take any and all actions
and to execute or deliver any and all documents necessary to effectuate the above Resolutions.
oc' I o `',1006
g ►, jq� 06t oo5
MOCUNU M'S AND SETTINGMEW21MENLWa $ET71MWEMFORARYWrERM FUMOIXIBMESOLUMN PUROWEMM
—1—

RESOLVED, that all actions of the Members of the Company since the last meeting of the
Members be and they hereby are ratified= confirmed and approved; and
FURTHER RESOLVED, that the undersigned Members hereby waive any and all notice to
which they would be otherwise entitled with regard to the adoption of the aforesaid resolutions.
Steve Shuttleworth
Rene Morfdeiar, III
H. Lowell Moore
OCT 1 Q zoub
By
C;IDOMGMS AND SUMNOSVIMIUQ0ILOCAL SSITitQCMTDMX4kY AI78RNU FILESIOLKIBMWOLLMON MHUMP.MoOC
—2—

07/06/2005 02:32
9107911501
COASTAL SITE DESIGN
PAGE 01/04
COASTAL SITE DESIGN, PC
PG Fox 4U41
Wilmington, NC 26406
Phone: [phone]"1
Fax [phone]
FAX TRANSMITTAL
To:
Cameron Weaver
From:
Rodney Wright �
Fax:
350-2004
Date:
July 6, 2006
Phone: Pages: 4
Re: Express Review Congleton CC.-
0 Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
•Comments:

Arc fccc 'lar522
�(nrr�l+e 9h7ler1 1'/,ice Ald-7
tNn i �l rr��✓1 rfr/ln .''ire. mme
February 23, 2006
Howard Resnick
Coastal Site Design, PC
P.O. Box 4041
Wilmington, NC 28405
Reference: Stormwater study for the Cypress Grove development near Wilmington, NC
Dear Mr. Resnick:
Airn��e: WO-1 i2-(inn/
iararn. /n,qo n �r,. ai of
Land Management Group, Inc. has recently had the pleasure of evaluating the
aforementioned stormwater infiltration sites. The purpose of the evaluation was to describe a
typical soil profile, quantify the depth to the seasonal high water table, to estimate infiltration
rates and to inform the project engineer of any potential limitations of this project. I offer the
following comments.
The soils at this site are most closely associated with Baymeade and a drained Murville
soil series. All profiles had at least some indication of a drainage effect due to the historic local
and regional drainage in this area. The contemporary seasonal high water table is evident by
observation of redoximorphic features suggesting past conditions of saturation and reduction in
conjunction with landscape position. I specifically concentrated on 5 areas across the site. They
are designated as Area 1 (Lots 45, 46, and 47), Area 2 (Lots 54, 55, and 56), Area 3 (Lots 1 1, 12,
13), Area 4 (Lots 21, 22, and 23) and Area 5 (Across from Lots 92-97, above the 25 foot
contour). Each area will be discussed separately.
Area l
The seasonal high water table was determined to be between 32" and 42" across the site with an
average depth of 34". The estimated infiltration rate for stormwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment.
Area 2
The seasonal high water table was determined to be between 24" and 36" across the site with an
average depth of 28". The estimated infiltration rate for stormwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment.
Area 3
The seasonal high water table was determined to be between 24" and 34" across the site with an
average depth of 26". The estimated infiltration rate for stormwater would be approximately 1" 1
hr. A typical soil profile description form this area is shown in the attachment. Only'/z of the
area originally proposed is useable as shown on the attached sketch.
2006
BY:

Area 4
Zone 1 (above the 19 foot contour)
The seasonal high water table was determined to be between 34" and 44" across the site with an
average depth of 38". The estimated infiltration rate for stormwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment.
Zone 2 (below the 19 foot contour)
The seasonal high water table was determined to be between 24" and 34" across the site with an
average depth of 26". The estimated infiltration rate for stormwater would be approximately 2" /
hr. A typical soil profile description form this area is shown in the attachment_
Area 5
The seasonal high water table was determined to be between 24" and 72" across the site with an
average depth of 60". The estimated infiltration rate for stormwater would be approximately 10"
/ hr. A typical soil profile description form this area is shown in the attachment.
In summary, the site can be proposed for stormwater infiltration in accordance with the
above referenced design criteria. I did not observe any other factors that would limit the ability
of this site to serve as a stormwater infiltration area. Please do not hesitate to contact me if you
have any questions with this report I may be reached at 910-452-0001, 910-471-0777 or at
Sincerely,
ohn P Williams
NC Licensed Soil Scientist, #1113
SC Professional Soil Classifier, #58
CC: Colorado Coastal Development
BY:

Typical Profile Descriptions
Area 1, Linear side slope, 0-2% slope.
A 04" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1 Salt and Pepper
El 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1 Clean
E2 15-24" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2 Clean
Bw 24-42" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y3/3, 2.5Y5/3
Cg 42-56" Sand, structureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 42"
Observed water table on February 20, 2006: 53"
Estimated infiltration rate: 2 inches per hour
Area 2, Linear side slope, 0-2% slope.
A 04" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1 Salt and Pepper
El 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1 Clean
E2 15-20" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2 Clean
Bw 20-32" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y3/3, 2.5Y5/3
Cg 32-56" Sand, structureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 32"
Observed water table on February 20, 2006: 48"
Estimated infiltration rate: 2 inches per hour
Area 3, Linear side slope, 0-2% slope.
A 0-4" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1
El 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1
E2 15-24" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2
Bwg 24-42" Sandy Loam, weak subangular blocky, fr, ns, np, 2.5Y3/2, 2.5Y5/2
Cg 42-56" Sand, structureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 24"
Observed water table on February- 20, 2006: 32"
Estimated infiltration rate: 1 inches per hour

Area 4, Zone 1 (above 19 foot contour), Linear side slope, 0-2% slope.
A 0-4" Loamy Sand, granular, fr, ns, np, 2.5Y4/2
E1 4-12" Loamy Sand, granular, fr, ns, np, 2.5Y5/2
E2 12-20" Loamy Sand, granular, fr, ns, np, 2.5Y5/3
Bwl 20-34" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y6/4
Bw2 34-44" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y5/4
C 44-60" Sand, structureless, fr, ns, np, 2.5Y5/1, 2.5Y6/2 RMF
Estimated seasonal high water table: 44"
Observed water table on February 20, 2006: None
Estimated infiltration rate: 2 inches per hour
Area 4, Zone 1 (below 19 foot contour), Linear side slope, 0-2% slope.
A 0-4" Loamy Sand, granular, fr, ns, np, 2.5Y2.5/1
E1 4-15" Loamy Sand, granular, fr, ns, np, 2.5Y3/1
E2 15-24" Loamy Sand, single grain, vfr, ns, np, 2.5Y3/2
Bwg 24-42" Loamy Sand, weak subangular blocky, fr, ns, np, 2.5Y3/2, 2.5Y5/2
Cg 42-60" Sand, structureless, fr, ns, np, 2.5Y5/2, 2.5Y3/2, 10YR5/8 RMF
Estimated seasonal high water table: 24"
Observed water table on February 20, 2006: 36"
Estimated infiltration rate: 2 inches per hour
Area 5, Micro -ridge, 24% slope.
A 04" Sand, single grain, vfr, ns, np, 10YR4/1
E1 4-15" Sand, single grain, vfr, ns, np, 10YR5/1
E2 15-22" Sand, single grain, vfr, ns, np, 2.5Y7/1
Bwl 22-56" Sand, single grain, vfr, ns, np, 2.5Y6/8
Bw2 56-60" Sand, single grain, vfr, ns, np, 2.5Y6/4
Estimated seasonal high water table: exceeds 60"
Observed water table on January 31, 2006: None
Estimated infiltration rate: 10 inches per hour

07/06/2005 02:32 9107911501 COASTAL SITE DESIGN PAGE 03/04
�r1i1C- ID -ALI
-
A IWFAA
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone] q 113 M-ril aK
pp,-r-Pf P
Request for Express Permit Review U) nt c � -
FILL-IN all information below and CHECK required Pe►miks). 14 P 101; 1
FAX or small to Cameron. Weaver0mcmail.net along with it narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name ?
Company Catwg
Address111I` Mtkgk Sk. Lk.\* 44 Ci /Statekvi W% Nc- Zip RL I — County My I, oVG
Phone 110-6SVIAIR4 Fax °lib-G gG-,Q733 — _Email
PROJECT Name C_ o,\440
PROJECT SYSTEM(S) TRIBUTARY TO ycreec Creak (STREAM NAME) Cage Frei RIVER BASIN
ENGINEER/CONSULTANT %wor'l Qe'sn"k_ P'E
Company C .,
Address FO dog[ 111)4 City/State %L Zip %406County ew wuvc,r
Phone alb- 791- N 44 L Fax 7°l4-150I Email t6jaA m 1_na eLI eL o-. ,_-
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required ❑ Yes ❑ No��^�M
❑ STREAM ORIGIN Determination; # of stream calls; Stream Name ��----�
❑ STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
Wetlands MUST be addressed below ❑ Low Density -Curb & Gutter Eff High Density -Infiltration ❑ Off Site
❑ COASTAL
❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY
❑ Erosion and Sedimentation Control Plan with acres to be disturbed.
WETLANDS (401)
Wetlands on Property ❑ Yes NrNo Isolated Wetlands on Property ❑ yes ❑ No
Check all that ap/
Wetlands Will Be Impacted ❑ Yes ❑ No Wetland Impacts: Acre(a)
Wetlands Delineation has been completed ❑ Yes ❑ No ❑ Buffers Impacted: Acre(s)
USACOE Approval of Delineation completed ❑ Yes ❑ No
404 Application in process w/USACOE ❑Yes ❑No / Permit received from USAGE ❑Yes [:]No
401 Application required ❑Yes ❑ No If Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee, may be charged for ^
subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA $
LQS
401 $ Total Fee Amount $

07/06/2005 02:32 9107911501 COASTAL SITE DESIGN PAGE 02/04
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
FOR STORMWATER EXPRESS REVIEW
July 6, 2006
PROJECT NAME: Congleton Tract
PROJECT DESCRIPTION. Congleton Tract is a proposed 130 lot Hi gh.Densityesubdivision off Myrtle Grove Road in
New Hanover County. The tract is 51.60 acres in size. The project is located within % mile of SA waters, and is
proposing using infiltration basins to treat the storm water.
PROJECT BMP: infiltration basins
STORMWATER ENGINEER/CONSULTANT: Coastal Site Design, PC
PO Box 4041
Wilmington, NC 28406
Rodney Wright, Engineering Technician
[e-mail]
910 7914441 office
910 791 1501 fax

07/06/2005 02:32 9107911501 COASTAL SITE DESIGN PAGE 04/04
LOCATION MAP
NOT TO SCALE
�s z
T
R 1521
V.
rn
Ln
N
FROM 1NTERSECRON OF US 421 AND NC 132 IRA N! EAST ON
SR 1521 (PINER ROAD). TURN RIGHT ONTO SR 1492 (MYRTLE GROVE)
TURN LEFT ON LT. CONGLETON ROAD. VIE IS LOCATED AT END OF ROAD.