SW8070544_Historical File_20070703

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
July 3, 2007
Kyle Corkum, Manager
Waterboro Village, LLC
5511 Capital Center Drive, Suite 105
Raleigh, NC 27606
Subject: Stormwater Permit No. SW8 070544
Waterway Cove
High Density Subdivision Project
Brunswick County
Dear Mr. Corkum:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Waterway Cove on June 29, 2007. Staff review of the plans and specifications
has determined that the project, as proposed, will comply with the Stormwater Regulations set
forth in Title 15A NCAC 21-1.1000. We are forwarding Permit No. SW8 070544, dated July 3,
2007, for the construction of the project, Waterway Cove.
This permit shall be effective from the date of issuance until July 3, 2017, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention 'to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations. contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Sinc ely,
<��'s
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:1INQSISTORMWATIPERMIT1070544.ju107
cc: Reuben S. Jones, III, P.E., Milone & MacBroom
Brunsiwck County Inspections
Division of Coastal Management
Chris Baker
Wilmington Regional Office W�p&Carolina
Central Files Naturally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwaterguality.org Location: N. 512 Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 070544
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Kyle Corkum and Waterboro Village, LLC
Waterway Cove
NC 1791904, Brunswick County
FOR THE
construction, operation and maintenance of 3 large capacity underground infiltration
trenches and 130 small capacity underground infiltration trenches in compliance with
the provisions of 15A NCAC 2H .1000 hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until July 3, 2017, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The subdivision is
permitted for 133 single family lots, each allowed 2,500 square feet of built -upon
area, 54 townhome units, each allowed 1,525 square feet of built -upon area, and
46 lots, each allowed 1,725 square feet of built -upon area.
3. The stormwater control has been designed to handle the runoff from a total of
832,679 square feet of impervious area.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 070544
6. The runoff from all built -upon area within. the permitted drainage areas of this
project must be directed into the permitted stormwater control system.
7. The following design criteria have been provided in the infiltration trench and
must be maintained at design condition:
Infiltration Trench S stem
INF-100
INF-200
INF-300
Type A
Type B
Type C
Type D
Type E
a. Drainage
9.76
10.43
4.57
** See
** See
** See
** See
** See
Area, acres
Attachment
Attachment
` Attachment
Attachment
Attachment
Onsite, fl
425,216
454,217
199,086
Offsite, ft
None
None
None
None
None
None
None
None
b. Total
213,162
241,417
105,000
** See
** See
** See
** See
** See
Impervious
Attachment
Attachment
Attachment
Attachment
Attachment
Surfaces, ft"A„
"B„
"C°
"D„
"E„
c. Design
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
Storm, inches
d. Trench
275x32
220x
135x
40x4x
51 x4x
70x4x
20x8x4
30x84
Dimensions,
x 5
44 x 5
82 x 2.8
5.58
4.34
2.79
LxWxH,ft
e. Perforated
48/1,375
48/1540
15/4725
** See
** See
** See
** See
** See
Pipe Diam./
Attachment
Attachment
Attachment
Attachment
Attachment
Length,in/ft
"A"
"B"
TIN
"D"
"E"
f. Bottom
30
31
13.3
** See
** See
** See
** See
** See
Elevation,
Attachment
Attachment
Attachment
Attachment
Attachment
FMSL"A"
"B"
"C„
"D"
"E„
g. Bypass
35
36
16.1
** See
** See
** See
** See
** See
Weir
Attachment
Attachment
Attachment
Attachment
Attachment
Elevation,
"A"
"B"
"C"
"D"
"E„
FMSL
h. Permitted
29,650
30,185
12,230
893
885
781
640
960
Storage
Volume, ft
i. Type of
Wando
Wando
Wando
Wando
Wando
Wando
Wando
Wanda
Soil
j. Expected
6
6
6
6
6
6
6
6
Infiltration
Rate, in/hr
k. Seasonal
28
29
11.3
** See
** See
** See
** See
**See
Hi. Water
Attachment
Attachment
Attachment
Attachment
Attachment
Table, FMSL
"A"
"B"
"C"
"D"
"E"
1. Time to
30
30
16.8
38.4
26.4
16.8
24
24
Draw Down,
hours
m. Receiving Stream/River Basin
Intracoastal
Waterway/Lumber
n. Stream Index Number 15-25
o. Classification of Water Body SA;HQW
** Defer to the assigned attachment for specific details of individual lots and
townhome units to be treated on site.
If. SCHEDULE OF COMPLIANCE
1. 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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 070544
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
4. 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.
5. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, filter media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
6. 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.
7. 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. A
modification may be required for those deviations.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease 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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 070544
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. 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.
12. 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.
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 070544, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
c- These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina,
Division of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
The maximum built -upon area per lot is 2,500 square feet for 133 single
family lots, 1,525 square feet for 54 townhome units, and 1,725 square
feet for 46 townhome units. 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. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
h. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these extra measures.
Built -upon area in excess of the permitted amount will require a permit
modification.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 070544
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.
III. GENERAL CONDiTiONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. 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.
3. 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) having jurisdiction.
4. 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.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 3rd day of July, 2007.
NO CAROLIN�/I13,0NMENTAL MANAGEMENT COMMISSION
ror yoieen H. sunrns, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 070544
Waterway Cove
Stormwater Permit No. SW8 070544
Brunswick County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 070544
Certification Requirements:
.1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A 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. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Brunswick County Building Inspections
Page 8 of 8

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OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
ryovo 10 2 Z
LJ8 0
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):
Waterboro Village, LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Kyle Corkum, Manager
3. Mailing Address for person listed in item 2 above:
5511 Capital Center Drive, Suite 105
City: Raleigh
Telephone Number:
( 919 ) 256-1981
State: NC Zip: 27606
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Waterway Cove
5. Location of Project (street address):
NC Highway 179/904 at SR 1232
City: Ocean Isle Beach
County: Brunswick
6. Directions to project (from nearest major intersection):
Approximately 0.6 miles west of the Hwy. 179 & Hwy. 904 Intersection
7. Latitude: 33053' 54" N
Longitude: 780 27' 03" W
of project
8. Contact person who can answer questions about the project:
Name: Reuben Jones Telephone Number: ( 919 ) 854-4373
IT. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form SVM-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop _ General Pernut Other
4. Additional Project Requirements (check applicable blanks):
X CAMA Major X Sedimentation/Erosion Control X 404 /401 Permit X NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT U-4MRMATION
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.
The runoff from the built upon area from the first 1.5 inches of rainfall will be collected through inlets in valley curb
into an underground pipe network. The stormwater will gravity flow to a chamber from where it will be pumped
through a force main to underground perforated pipes located in soils capable of infiltrating the runoff.
2. Stormwater runoff from this project drains to the Lumber River basin.
3. Total Project Area:
48.87 acres
5. How many drainage areas does the project have? 4
4. Project Built Upon Area:
39.12 %
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 100
Drainage Area 200
Receiving Stream Name
Intracoastal Waterway
Intracoastal Waterway
Receiving Stream Class
SA
SA
Drainage Area
425,216 square feet
454,217 square feet
Existing Impervious' Area
None
None
Proposed Impervious'Area
213,444 square feet
241,417 square feet
% Impervious' Area (total)
50.20%
53.15%
Impervious' Surface Area
Drainage Area 100
Drainage Area 200
On -site Buildings
114,775
72,500
On -site Streets
76,213
133,600
On -site Parking (drive aprons)
1,395
2,438
On -site Sidewalks
12,079
16,879
Other on -site
8,700
16,000
Off -site
None
None
Total: 213,162 square feet
Total: 241,417 square feet
*Impervious area is defined as the built upon area including but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

Basin Information
Drainage Area 300
Receiving Stream Name
Intracoastal Waterway
Receiving Stream Class
SA
Drainage Area
199,086 square feet
Existing Impervious' Area
None
Proposed Impervious* Area
105,000 square feet
% Impervious' Area (total)
52.74%
Impervious' Surface Area
Drainage Area 300
On -site Buildings
33,825
On -site Streets
59,600
On -site Parking
0
On -site Sidewalks
7,885
Other on -site
3,690
Off -site
N/A
Total: 105,000
Basin Information
Drainage Area 400
Receiving Stream Name
Intracoastal Waterway
Receiving Stream Class
SA
Drainage Area
630,593 square feet
Existing Impervious* Area
None
Proposed lmpervious'Area
273,100 square feet
% Impervious' Area (total)
4331%
Impervious' Surface Area
Drainage Area 400
On -site Buildings
273,100
On -site Streets
0
On -site Parking
0
On -site Sidewalks
0
Other on -site
0
Off -site
N/A
Total: 273,100

7. How was the off -site impervious area listed above derived? N/A
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.
2. No more than 2500 sq ft for single-family; square feet of any lot shall be covered by structures or impervious materials.
see attached for townhomes
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 run 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
Form SWU-101 Version 3.99 Page 3 of 4

2041-38
Waterway Cove NC DENR Division of Water Quality
Stormwater Management Permit Application
ALLOWABLE IMPERVIOUS AREA FOR EACH TOWNHOME UNIT
UNIT # Units
Driveways
Total
1 1,125
400
1,525
2 1,125
600
1,725
3 1,125
600
1,725
4 1,125
400
1,525
5 1,125
400
1,525
6
1,125
600
1,725
7
1,125
600
1,725
8 1,125
400
1,525
9 1,125
400
1,525
10 1,125
600
1,725
11 -
1,125
600
1,725
12
1,125
400
1,525
13 1,125
400
1,525
14
1,125
600
1,725
15
1,125
600
1,725
16
1,125
400
1,525
17
1,125
400
1,525
18
1,125
600
1,725
19
1,125
600
1,725
20
1,125
400
1,525
21
1,125
400
1,525
22
1,125
600
1,725
23
1,125
400
1,525
24
1,125
400
1,525
25 1,125
600
1,725
26 1,125
400
1,525
27 1,125
400
1,525
28 1,125
600
1,725
29 1,125
400
1,525
30 1,125
400
1,525
31 1,125
600
1,725
32 1,125
400
1,525
33 1,125
400
1,525
34 1,125
600
1,725
35 1,125
400
1,525
36 1,125
400
1,525
37 1,125
600
1,725
38 1,125
400
1,525
39 1,125
400
1,525
40 1,125
600
1,725
41 1,125
600
.1572.5
42 1,125
400
1,525
43 1,12511
400
1,525
44 1,125
600
1,725
45 1,125
600
1,725
46 1,125
400
1,525
47 1,125
400
1,525
48
1,125
�600
1,725
49
1,125
600
1,725
50
1,125
400
1,525
UNIT # Units
Driveways
Total
51 1,125
400
1,525
52 1,125
600
1,725
53 1,125
600
1,725
54 1,125
400
1,525
55 1,125
400
1,525
56 1,125
600
1,725
57 1,125
600
1,725
58 1,125
400
1,525
59 1,125
400
1,525
60 1,125
600
1,725
61 1,125
600
1,725
62 1,125
400
1,525
63 1,125
400
1,525
64
1,125
600
1,725
65
1,125
600
1,725
66 1,125
400
1,525
67
1,125
400
1,525
68
1,125
600
1,725
69
1,125
600
1,725
70
1,125
400
1,525
71
1,125
400
1,525
72
1,125
600
1,725
73
1,125
600
1,725
74
1,125
400
1,525
75 1,125
400
1,525
76 1,125
600
1,725
77 1,125
400
1,525
78 1,125
400
1,525
79 1,125
600
1,725
80 1,125
600
1,725
81 1,125
400
1,525
82 1,125
400
1,525
83 1,125
600
1,725
84. 1,125
600
1,725
85
1,125
400
1,525
86
1,125
400
•1,525
87
1,125
600
1,725
88
1,1251
400
1,525
89
1,125
400
1,525
90 1,125
600
1,725
91 1,125
600
1,725
92 1,125
400
1,525
93 1,1251
400
1,525
94 1,125
600
1,725
95 1,125
600
1,725-
96 1,125
400
1,525
97 1,125
400
1,525
98 1,125
600
1,725
99 1,125
600
I,725
100 1,125
400
1,525
, TOTAL, 1 112,5001 49,200 161,700

VI. SUBMTTTAL 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.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• 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
-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): Reuben S. Jones, III, Branch Office Manager, Milone & MacBroom Inc.
Mailing Address: 5511 Capital Center Drive, Suite 106
City: Raleigh
Phone: ( 919 ) 854-4373
VIII. APPLICANT'S CERTIFICATION
State: NC
Fax: ( 919 ) 854-4393
Zip:27606
I, (print or type name of person listed in General Information, item 2) Kyle Corkum
certify that the information included on this permit application form is, to the best of my knowledge, correct
and that the project will be constructed in conformance with the approved plans, that the required deed
restrictions and protective covenants will be recorded, and that the proposed project complies with the
requirements of 15A NCAC 21-1.1000.
Date: G 12- off
Form SWU-101 Version 3.99 Page 4 of 4

In accordance with Title 15 NCAC 2H.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 and runoff will be treated in an engineered stormwater control facility.
Deed restrictions and protective covenants are necessary to ensure that the development maintains a
built -upon area consistent with the design criteria used to size the stormwater control facility.
I. Kyle Corkum , acknowledge, affirm and agree by my
signature below, that I will cause the following deed restrictions and covenants to be recorded prior to
the sale of any lot:
9. 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 See Attachment C 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.
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 swales to collect the lot runoff
and direcd g them into a component of the stormwater collection system. Lots that will naturally
drain into t e sy tern are not required to provide these additional measures.
Sign Date: � 14.
T
I, A� //in t�r11�1 C/L , a Notary Public in the
St of /VV/ZT%� pLC/V�9 , County of
do hereby certify that lLylc e1vp-/,/(//A personally appeared
before me this the day of Y &q , 20017 , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
CAZJV / , J/ SEAL
Signature ���"'"`���
UCMy=sum*
Commission expires T���/ 2, 20 /
It, 2011

ATTACHMENT C
2041-38 WATERWAY COVE
Maximum Allowable Built -Upon Area Per Lot
Single -Family Lots ...................................... 2,500 square
feet
Townhome Units
#1, 4, 5, 8, 9, 12, 13, 16, 17, 20, 21, 23, 24, 26, 27, 29, 30, 32,
33, 35, 36, 38, 39, 42, 43, 46, 47, 50, 51, 54, 55, 58, 59, 62, 63,
66, 67, 70, 71, 74, 75, 77, 78, 81, 82, 85, 86, 88, 89, 92, 93, 96,
97,100 ............................................. 1,525 square feet
#2, 3, 6, 7, 10, 11, 14, 15, 18, 1-9, 22, 25, 28, 31, 34, 37, 40, 41,
44, 45, 48, 49, 52, 53, 56, 57, 60, 61, 64, 65, 68, 69, 72, 73, 76,
79, 80, 83, 84, 87, 90, 91, 94, 95, 98, 99 .................... 1,725 square feet

Permit No. _5J07 d5 VY
(to be provided by DWO
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench INF-100 in Drainage Area WS-100
(from plans) (from Form SWU-101)
11. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation 28 finsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume 29,650 c.f.
Design Storm 1.5 inch event (1.5 inch event for SA waters, 1 inch event for others)
Drawdown Time 1.25* days (* 2"/hr with a factor of safety of 3)
Perforated Pipe Size 48" inch diameter
Perforated Pipe Length 1.375 ft.
No. Observation Wells 5 (may be required on a case -by -case basis)
Stone Type (if used) #4 WASHED & CLEANED GRANITE
Stone Void Ratio 40%
Trench Elevations (in feet mean sea level)
3ottom Elevation 30.0 finsl
Storage/Overflow Elevation 35.0 finsl
Form SWU-107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 5 ft. Length 275 ft.
Width 32 ft. Volume Provided 29,600 cu.ft.
I 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, November 1995) 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� S
a. System is located 50 feet from class SA waters and 30 feet from other surface waters
W
b. System is located at least 100 feet from water supply wells.
S
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.
/[ S
e. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
i
f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
S
g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
S
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.
5
k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
S
1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
0140 pro X. in. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
S o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
i
L p. Sides of the infiltration trench are lined with geotextile fabric.
n14 q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU-107 Rev 3.99 Page 2 of 4

s. Observation well(s) are provided (case -by -case basis).
s t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
einek u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads , the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: Kyle Corkum, Manager
Address:
Phone:
Date: May 22, 2007
Note: Th legally responsible should not be a homeowners association unless more than SQ'0 of the lots have been sold and a
resi Sion has been named the president.
I, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 , 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
"v `e�t' 0.4� �L
SEAL My commission expires July . 2011
ANTOINETTE H. WOMACK
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWU 107 Rev 3.99 Page 4 of 4

Permit No. !!� W 8O7o5 q 4
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench INF-200 in Drainage Area WS-200
(from plans) (From Form SWU-101)
11. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation 29 finsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume
30,185
c.f.
Design Storm
1.5
inch event (1.5 inch event for SA waters, 1 inch event for others)
Drawdown Time
1.25*
days (* 211/hr with a factor of safety of 3)
Perforated Pipe Size
4899
inch diameter
Perforated Pipe Length
1540
ft.
No. Observation Wells
_ 7
(may be required on a rase. -by -case basis)
Stone Type (if used)
#4 WASHED & CLEANED GRANITE
Stone Void Ratio
40%
Trench Elevations (in feet mean sea level)
3ottom Elevation 31.0 finsl
Storage/Overflow Elevation 36.0 firnsl
Form SWU-107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 5 ft. Length 220 ft.
Width 44 ft. Volume Provided 30,185 cu.ft.
I 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, November 1995) 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
S a. System is located 50 feet from class SA waters and 30 feet from other surface waters
A S 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.
S d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
QQ provided).
f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
S h. System is not sited on or in fill material or DWQ approval has been obtained.
r i. 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.
S 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.
,f k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
y 1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
a ram{, in. Drainage area for the device is less than 5 acres.
S n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
s q. Rock used is free of fines (washed stone) and has a large void ratio.
s r. Side to bottom area ratio is less than 4:1.
Form SWU-107 Rev 3.99 Page 2 of

NAs. Observation well(s) are provided (case -by -case basis).
S t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
�t -e kil me. u. A benchmark for checking sediment accumulation is provided.
TV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads , the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: _Kyle Corkun L Manager
Address: 5511 Capital Center Drive / Raleigh, NC 27606
Phone: [phone] Date: May 22, 2007
Sign
lepartysiVote: a lll nsibhould 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, Antoinette Womack -a Notary Public for the State of North Carolina , Countyof
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
A)'� W - 4w.-_V4- z
SEAL My commission expires July,o 1.2011
ANTOINETTE H. WOMACK
t NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWIJ 107 Rev 3.99 . Page 4 of 4

Permit No. 5 WS o70s r4
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench INF-300 in Drainage Area WS-300
(from plans) (from Form SWU-101)
11. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type
Infiltration Rate
SHWT Elevation
Trench Design Parameters
Design Volume
Design Storm
Drawdown Time
Perforated Pipe Size
Perforated Pipe Length
No. Observation Wells
Stone Type (if used)
Stone Void Ratio
WANDO
6-8 in/hr or cf/hr/sf (circle appropriate units)
11.3 fmsl (Seasonal High Water Table elevation)
12,230 c.f.
1.5 inch event (1.5 inch event for SA waters, I inch event for others)
0.7* days (* 2"/hr with a factor of safety of 3)
15" inch diameter
4725 ft.
7 (may be required on a case -by -case basis)
#4 WASHED & CLEANED GRANITE
40%
Trench Elevations (in feet mean sea level)
3ottom Elevation 13.3 fmsl
Storage/Overflow Elevation 16.1 fmsl
Form SVVU-107 Rev 3.99
Page 1 of 4

Trench Dimensions
Height 2.8 ft. Length 135 ft.
I Width 82 ft. Volume Provided 12,230 cu.ft.
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, November 1995) 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.
�►S 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. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
S f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
S g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
S 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.
S k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
s 1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
�Pprox.
m. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
P. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU-107 Rev 3.99 Page 2 of 4

H s. Observation well(s) are provided (case -by -case basis).
S t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
.&� u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads, the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of

I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: Kyle Corkum, Manager
Address: 5511 Capital Center Drive I Raleigh. NC 27606
Phone:
Si
Date: May 22, 2007
Note: ke legally responsibg parry should not be a homeowners association unless more than 50% of the lots have been sold and a
resi vision has been named the president.
I, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
SEAL My commission expires
ANTOINETTE H. WOMACK
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form S W U 107 Rev 3.99 , Page 4 of 4

Permit No. Swc 0 7 0 5 4 U
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Waterway Cove
Contact Person: Kvle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trenches Type A in Drainage Area 400
(from plans) (from Form SWU-101)
II. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation SEE ATTACHED finsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume
SEE ATTACHED c.f. ,
Design Storm
1.5 inch event (1.5 inch eventfor SA waters, I inch eventfor others)
Drawdown Time
1.6 days
Perforated Pipe Size
N/A inch diameter
Perforated Pipe Length
N/A ft.
No. Observation Wells
N/A (may be required on a case -by -case basis)
Stone Type (if used)
#4 WASHED & CLEANED GRANITE
Stone Void Ratio
40%
Trench Elevations (in feet mean sea level)
Bottom Elevation
SEE ATTACHED finsl
Storage/Overflow Elevation
SEE ATTACHED fmsl
Form SWU-107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 5.58 ft. Length 40 ft.
Width 4 ft. Volume Provided 892.86 cu.ft.
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, November 1995) 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.
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. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
AS1 g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
S , h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
�S 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.
S k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
S 1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall 0.5 inch event
for areas draining to SA waters ).
in. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU 107 Rev 3.99 Page 2 of 4

IV H s. Observation well(s) are provided (case -by -case basis).
s t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
A-ZA ^&tf u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads, the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

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I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: K_vle Corkum. Manager
Address: 5511 Capital Center Drive / Raleigy, NC 27606
Phone: [phone] Date: May 22, 2007
Signature'
Note: The al y responsi party should not be a homeowners association unless more than SO'0 of the lots have been sold and a
resident of t e subdivision has been named the president.
I, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 , 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
9L� . .4, avfvl'a C41-
SEAL My commission expires Jul ,K 2011
ANTOINETTE H. WOMACK
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWU-107 Rev 3.99 Page 4 of 4

Permit No. SWAt`)? OS L) IJ
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trenches Tyne B in Drainage Area 400
(from plans) (from Form SWU-101)
II. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation SEE ATTACHED f nsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume
SEE ATTACHED c.f.
Design Storm
1.5 inch event (1.5 inch eventfor SA waters, 1 inch eventfor others)
Drawdown Time
1.1 days
Perforated Pipe Size
N/A inch diameter
Perforated Pipe Length
N/A ft.
No. Observation Wells
N/A (may be required on a case -by -case basis)
Stone Type (if used)
#4 WASHED & CLEANED GRANITE
Stone Void Ratio
40%
Trench Elevations (in feet mean sea level)
Bottom Elevation
SEE ATTACHED fmsl
Storage/Overflow Elevation
SEE ATTACHED fmsl
Form SWU 107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 4.34 ft. Length 51 ft.
Width 4 ft. Volume Provide 885.36 cu.ft.
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, November 1995) 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.
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. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
�S f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
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.
S k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
S 1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
m. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU 107 Rev 3.99 Page 2 of 4

N s. Observation well(s) are provided (case -by -case basis).
g t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
,4-u u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads, the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

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I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: Kyle Corkum, Manager
Address: 5511 Cauital Center Drive / Raleigh_ NC 27606
Phone:
Si
Date: May 22, 2007
Note: a legally responsib party should not be a homeowners association unless more than 50% of the lots have been sold and a
resa u division has been named the president.
I, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal
� ]D U& �'LQ L vL QC4 G
SEAL My commission expires July,t 2011
ANTOINETTE H. WOMACK ,
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWU 107 Rev 3.99 Page 4 of 4

Permit No. SWIX o7 n S 414
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trenches Type C in Drainage Area 400
(from plans) (from Form SWU-101)
II. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation SEE ATTACHED finsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume SEE ATTACHED c.f.
Design Storm 1.5 inch event (1.5 inch eventfor SA waters, I inch eventfor others)
Drawdown Time 0.7 days
Perforated Pipe Size N/A inch diameter
Perforated Pipe Length N/A ft.
No. Observation Wells N/A (may be required on a case -by -case basis)
Stone Type (if used) #4 WASHED & CLEANED GRANITE
Stone Void Ratio 40%
Trench Elevations (in feet mean sea level)
Bottom Elevation SEE ATTACHED fimsl
Storage/Overflow Elevation SEE ATTACHED f msl
Form SWU-107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 2.79 ft. Length 70 ft.
Width 4 ft. Volume Provided 781 cu.ft.
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, November 1995) 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
A b. System is located at least 100 feet from water supply wells.
S c. Bottom of system is at least 2 feet above the seasonal high water table.
S d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
S f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
Q g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
�1 h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
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.
s k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
S 1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
m. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU-107 Rev 3.99 Page 2 of 4

s. Observation well(s) are provided (case -by -case basis).
S t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads , the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

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I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: _Kyle Corkum, Manager
Address: 5511 Capital Center Drive / Raleigh. NC 27606
Phone: �► [phone] Date: Mav 22, 2007
Note: he legally respons: a party should not be a homeowners association unless more than 50% of the lots have been sold and a
resi e u 'vision has been named the president.
I, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
4, �' vLAe_4qL
i� vr�CA-c I L
SFAi - My commission expires July 1 2011
ANTOINETTE H. WOMACK
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWU-107 Rev 3.99 Page 4 of 4

Permit No. SW%b 7 C)S 14W
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH 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
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trenches Tyne D in Drainage Area 400
(from plans) (from Form SWU-101)
II. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation SEE ATTACHED fmsl (Seasonal High Water Table elevation)
Trench Design Parameters
Design Volume 453 c.f.
Design Storm 1.5 inch event (1.5 inch event for S,4 waters, 1 inch event for others)
Drawdown Time 1 days
Perforated Pipe Size 6 inch diameter
Perforated Pipe Length 20 ft.
No. Observation Wells N/A (may be required on a case -by -case basis)
Stone Type (if used) #4 WASHED & CLEANED GRANITE
Stone Void Ratio 40%
Trench Elevations (in feet mean sea level)
Bottom Elevation SEE ATTACHED fmsl
Storage/Overflow Elevation SEE ATTACHED fmsl
Form SWU-107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 4 ft. Length 20 ft.
Width 8 ft. Volume Provided 640 cu.ft.
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, November 1995) 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.
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. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
S h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
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.
k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
S 1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
m. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU 107 Rev 3.99 Page 2 of 4

s. Observation well(s) are provided (case -by -case basis).
s t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sediment from the infiltration system annually or when depth in the 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 infiltration system. 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 benclunark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the depth at the benchmark reads , the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

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I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: Kyle Corkam, Manarer
Address:
Phone:
Date: May 22, 2007
Note: he legally responsi
:bA party should not be a homeowners association unless more than 50% of the lots have been sold and a
res vision has been named the president.
I, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake . do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 , 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
vyv\c� G{ l
SEAL My commission expires Julv.W 2011
ANTOINETTE H. WOMACK
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWU-107 Rev 3.99 Page 4 of 4

Permit No. y
(to be provided by DWQJ
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater ManaLyement Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Waterway Cove
Contact Person: Kyle Corkum Phone Number: [phone]
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trenches Type E in Drainage Area 400
(from plans) (from Form SWU-101)
H. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type WANDO
Infiltration Rate 6-8 in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation
Trench Design Parameters
SEE ATTACHED fmsl (Seasonal High Water Table elevation)
Design Volume 512 c.f.
Design Storm 1.5 inch event (1.5 inch eventfor SA waters, I inch eventfor others)
Drawdown Time 1 days
Perforated Pipe Size 6 inch diameter
Perforated Pipe Length 20 ft.
No. Observation Wells N/A (may be required on a case -by -case basis)
Stone Type (if used) #4 WASHED & CLEANED GRANITE
Stone Void Ratio 40%
Trench Elevations (in feet mean sea level)
Bottom Elevation SEE ATTACHED fmsl
Storage/Overflow Elevation SEE ATTACHED fmsl
Form SWU 107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 4 ft. Length 30 ft.
Width 8 ft. Volume Provided 960 cu.ft.
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, November 1995) and Administrative Code Section: 15
A NCAC 211.1008.
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.
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. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
S f. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
Aso g. Soils have a minimum hydraulic conductivity of 0.52 inches per hour.
h. System is not sited on or in fill material or DWQ approval has been obtained.
i. 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.
�15 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.
S k. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
k�1. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ).
Asp m. Drainage area for the device is less than 5 acres.
n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
o. Trench bottom is covered with a layer of clean sand to an average depth of 4 inches.
p. Sides of the infiltration trench are lined with geotextile fabric.
q. Rock used is free of fines (washed stone) and has a large void ratio.
r. Side to bottom area ratio is less than 4:1.
Form SWU-107 Rev 3.99 Page 2 of 4

s. Observation well(s) are provided (case -by -case basis).
t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
_4U A"O* u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INIFA ,TIaATION TRENCH OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to 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.
4. The water level in any 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.
5. If DWQ determines that the system is failing, the system will immediately be repaired or replaced 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.
6. Remove accumulated sedimentt from the infiltration system annually or when depth in the 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 infiltration system. 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 depth at the benchmark reads , the accumulated sediment shall be removed
from the system.
Form SWU-107 Rev 3.99 Page 3 of 4

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I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six 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: Kyle Corkum, Manager
Address: 5511 Capital Center Drive / Raleigh, NC 27606
Phone: [phone] Date: May 22, 2007
Si
1 V Ote: T e4 l�ffd e 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.
1, Antoinette Womack , a Notary Public for the State of North Carolina , County of
Wake , do hereby certify that Kyle Corkum personally appeared before me this
day of May 22 , 2007 , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
av
SEAL My commission expires JUly�f 2 1
ANTOINETTE H. WOMACK
NOTARY PUBLIC
Wake County
North Carolina
My Commission Expires July 12, 2011
Form SWU-107 Rev 3.99 Page 4 of 4

Engineering,
Landscape Architecture
and Environmental Science
MILONE & MACBROOM®
June 27, 2007
Mr. Chris Baker
N.C. Department of Environment and Natural Resources
Water Quality Section
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Request for Additional Information
Stormwater Project No. SW8070544
Waterway Cove (Brunswick County)
Dear Mr. Baker,
We received a copy of your request for additional information addressed to Mr.
Kyle Corkum of Waterboro Village, LLC, dated June 21, 2007, concerning the
above referenced project located on NC Highway 179/904 at SR 1232 within the
Shallotte Township. We offer the following responses to each of your
requirements and concerns:
1. All plan sheets must have a P.E. seal not just the cover, please correct.
Response:
Enclosed are two (2) copies of the plan set with each individual sheet signed
and sealed, as well as a revised set of the associated calculations signed and
sealed.
2. Infiltration trenches INF-100, 200, 300 and trenches type A, B, and C are
undersized. It appears from the calculations provided that only the built -upon
area was used to determine the runoff. . Schuler's method or a more conservative
method must be used to determine stormwater runoff, please correct.
Response:
The infiltration trenches were sized to capture 100% of the runoff from all
impervious surfaces, under the assumption that runoff would not be
generated during the first 1.5" of the 25-year storm in areas that were grass
or tree covered since the Wando (type -A hydrologic group) combined with
the flat slopes of the site would most likely infiltrate the rainfall
instantaneously. In further review of our submittal it was determined the
incorrect overall watershed sizes as well as total watershed impervious
amounts were incorrectly listed on the application (form SWU-101, page 2)
Milone & MacBroom, 'Inc., 5511 Capital Center Drive, Suite 106, Raleigh, North Carolina 27606 [phone] Fax [phone]

for watersheds 100, 200, and 300 and has been revised to reflect the corrected
square footages as they pertain to the current siteplan.
We have re -calculated the runoff generation for all the requested watersheds
using the "Simple Method" (which is an acceptable for of runoff volume
estimation per NC DENR) as outlined in chapter 3, section 3, subsection 1
(3.3.1) of the "2007 (Draft) NCDENR Stormwater BMP Manual". This
method estimates the volume of runoff using the watershed area, percentage
of impervious surface, and depth of rainfall using a function derived from
historical data of watersheds. Using this method, it was determined that
infiltration basins INF-100, 200, and 300 were adequately sized, and actually
provided storage volumes exceeding the calculated volume of runoff (see
table below).
3.3.1 SIMPLE METHOD
V = 3630 * Rd * Rv * A
Where:
V = Volume of runoff that must be controlled for the design storm (83)
Rd = Design storm rainfall depth (in)
A = Watershed area (ac)
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Where:
Rv = 0.05 +0.9 * Ia
Ia = Impervious fraction impervious
IMPERVIOUS/
RUNOFF
BASIN
WATERSHED
BUILT UPON
NFALL
RUNOFF
CAPTURE
VOLUME
WATERSHED
!DEPTH
VOLUME
ID
AREA
AREA
COEFFICIENT
REQUIRED
PROVIDED
S
S
IN
Rv
C
C
DA-100
425,216
213,444
1.5
0.50
26,670
26,950
DA-200
454,217
241,417
1.5
0.53
29,998
30,185
DA-300
1 199,086
1 105,000
1.5
1 0.52
13,057
1 13,230
The "on -lot" trench types (AA & C) were originally sized to provide
infiltration capability for twenty -five -hundred square feet (2500 SF) of
impervious/built upon area per lot, however, using the "simple method" it
was determined the length of trenches would need to be increased to provide
adequate storage of runoff generated by the parcel's lawn & treed areas.
These revised trench dimensions have been included within the calculations
section of the submittal, as well as sheet "SD-1" of the plan set. Type "A"
was increased to 40 LF, type "B" was increased to 51 LF, and type "c" was
increased to 75 LF to meet the largest lot of the group's volume
requirements.
Calculations for all basin types (INF-100, 200, and 300 as well as trenches A,
B, and C) have been provided for these areas using the simple method.
��� MILONE &MACBROOM

3. No calculations were provided for trench types A,B, CD, and E, please provide
calculations.
Response:
A volume calculation has been provided for each of the trench types.
4. On the application please break out the single family lots and townhomes that will
be treated on the individual lots into one separate drainage area for reporting
purposes.
Response:
A fourth designation, 11DA400", has been added to the application to
account for the "on -lot" watershed(s).
A check for the two -thousand dollar ($2000) re -submittal fee has been included. Thank
you for the opportunity to provide the referenced revisions. Please contact us if additional
information or clarification is needed to complete the review.
Very truly yours,
Milone & MacBr000m-, Inc. ��c.
-`[ y • j"
Reuben S. Jones, III, .E.
Branch Office Manager
Enclosures
��� MILONE & MACBROOM

STORMWATER MANAGEMENT PERMIT APPLICATION
REPORT
WATERWAY COVE
TOWN OF OCEAN ISLE BEACH,
BRUNSWICK COUNTY,
NORTH CAROLINA
May 23, 2007
Revised: June 13, 2007
Revised: June 27, 2007
J, Ae WLJ-U- r
027821
101
6�
Prepared for:
Waterboro Village, LLC
5511 Capital Center Drive
Suite 105
Raleigh, NC 27606
Prepared by:
MILONE & MACBROOM, INC.
5511 Capital Center Drive
Suite 106
Raleigh, North Carolina 27606
www.miloneandmacbroom.com
MMI #2041-38

STORMWATER MANAGEMENT PERMIT APPLICATION
REPORT
WATERWAY COVE
TOWN OF OCEAN ISLE BEACH, R����
BRUNSWICK COUNTY,
NORTH CAROLINA MAY 2 5 2007
May 23, 2007
027821
Prepared for:
Waterboro Village, LLC
5511 Capital Center Drive
Suite 105
Raleigh, NC 27606
Prepared by:
MILONE & MACBROOM, INC.
5511 Capital Center Drive
Suite 106
Raleigh, North Carolina 27606
www.miloneandmacbroom com
MMI #2041-38
Y:
�j� MILONE & MACBROOM

TABLE OF CONTENTS
ON
- PLEMENT
3.0 PROJECT NARRATIVE
4.0 MANAGER'S CERTIFICATE AND EXHIBIT "B" DEED RESTRICTION
5.0 MAPS
6.0 SURFACE WATER CLASSIFICATION
7.0 WETLANDS REPORT
8.0 SOILS REPORT
9.0 RAINFALL DATA
10.0 SITE BUILT UPON AREA TABLES
11.0 RUNOFF RATE FOR DESIGN STORM
12.0 STORMWATER PUMP DESIGN DATA
13.0 UNDERGROUND INFILTRATION TRENCH SIZING

3.0
PROJECT NARRATIVE

1.0 PROJECT NARRATIVE
Waterboro Village, LLC, retained Milone & MacBroom, Inc. to assist in preparing documents for
application for a stormwater management permit. The project is on the landward side of the
Intracoastal Waterway (ICW) in the extra -territorial jurisdiction (ETJ) of the Town of Ocean Isle
Beach in Brunswick County, North Carolina. The approximately 49 acre forested property is
fronting and south of Rte 179/904 and 0.6 miles west of intersection of Rte 179 and 904. It is
bounded by Waterway Drive on the west and south. The property is bounded on the east by
single family homes. The Parcel Identification Number (PIN) is 243NB001. Access to the
development is from Rte 179/904 and Waterway Drive (SR 1232).
The proposed subdivision of 133 single-family lots, 100 townhomes, and an amenity center is
located in the Lumber River basin. While the property drains to interior freshwater ponds, the
surface water will be considered as SA waters due to the proximity to the SA ICW. The project is
being developed under the high density approach and will collect and infiltrate runoff from the
built -upon -area (BUA) up to the volume from the first 1.5 inches of rainfall from a given storm
event. Deed restrictions and protective covenants will be instituted limiting the impervious areas
in common areas/right-of-way and on private lots. These instruments will also require grading to
direct stormwater runoff to the respective infiltration areas.
As presented in sheet EX-1, areas immediately surrounding the existing ponds within the
Seasonal High Water Table 2' Boundary line, are not suitable for infiltrating stormwater. Areas
outside this line are suitable.
As presented in sheet DWQ-1, the stormwater collection system in the right-of-way (R/W)
collects run off from the lots and the driveway aprons, sidewalk, and street. The flow is conveyed
to a stormwater pump station chamber. When the water reaches a certain level, a pump begins
pumping it through a force main to a diversion box. The diversion box (see detail sheet SD-2)
directs the first flush into the underground infiltration pipes. When the infiltration chamber is
full, the flow re -directs at this box to a by-pass system. The bypass system only accepts flow
from this diverter and terminates with a level spreader feeding a 50 foot -long vegetated filter
which spills into one ofthe interior ponds. DA-100 and DA-200 share an infiltration trench
bypass system. For instances in which the rate of flow to the stormwater pump exceeds the peak
for the first 1.5 inches of rainfall depth, a bypass is also provided at the pump. These bypass
systems terminate with a level spreader and vegetated filter as the other bypasses do.
As presented in sheets DWQ -2 and -3, some of the lots in the project (a lot refers to a single
family parcel or a townhome parcel and driveway) are situated so there is an opportunity to
infiltrate all of the first 1.5" of runoff from the BUA. Other lots, because of the lack of suitable
soil or drainage direction, do not provide that opportunity. Built upon areas for which the run off
is treated in the "right-of-way" collection system (pump.to u/g chambers), are designated with a
cross hatch.
Built upon areas for which the run off is treated "on -lot" are designated with a single hatch. The
"on -lot" infiltration for the townhomes assumes all of the runoff from the roof will be collected
and directed to the front. It is understood that those structures may therefore require a. special
measure such as an interior roof drain.
The stormwater collection system will be sized to accept runoff from the "on -lot" areas as well as
the "right-of-way" areas. However, the infiltration chambers are sized to hold BUA runoff
excluding lots which treat their own.

4.0
MANAGER'S CERTIFICATE AND EXHIBIT "B" DEED
RESTRICTION

CERTIFICATE OF MANAGER OF
WATERBORO VILLAGE MANAGEMENT, LLC
Kyle V. Corkum, hereby certify that I am the duly elected, qualified and acting manger of
WATERBORO VILLAGE MANAGEMENT, LLC; a limited liability company duly organized and
existing under the laws of the State of North Carolina. Purusant to the the Organizational Documents
of the LLC the Manager is hereby authorized, on behalf of, in the name of and for the account of LLC
to:
a. borrow money and/or obtain or continue credit (with or without security), upon such terms and
conditions and in such amounts as such officer(s) or position-holder(s) may deem desirable;
b. execute and/or endorse all documents necessary or required to evidence or consummate any
loan to LLC;
c. guarantee the obligations of others;
engage in business transactions of any nature and kind and/or enter into any manner of
contractual relationships;
e. grant a security interest of any kind in, assign, mortgage, or otherwise encumber property,
whether real, personal, tangible, intangible and/or mixed (including securities of all types and in
whatever form), of LLC as collateral securing payment or performance relative to any loan to or
guaranteed by LLC;
f. sell, purchase and/or lease real, personal, tangible, intangible, and/or mixed property; and
g. conduct all other business on behalf of the LLC.
I further certify that the foregoing authority is not limited to the above -identified officer or position -
holder of LLC but shall extend to such additional or different individuals as are named as being so
authorized in any letter, form or other written or oral notice by any such above -identified officer or
position -holder of LLC.
I further certify that the provisions herein are in full conformity with the Organizational Documents.
Executed as of this 15th day of May, 2007.

GG�77
In accordance with Title 15 NCAC 2H.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 and runoff will be treated in an engineered stormwater control facility.
Deed restrictions and protective covenants are necessary to ensure that the development maintains a
"built -upon" area consistent with the design criteria used to size the stormwater control facility.
I, Kyle Corkum , acknowledge, affirm and agree by my
signature below, that I will cause the following deed restrictions and covenants to be recorded prior to
the sale of any lot:
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 See Attachment C 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.
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 swales to collect the lot runoff
and directirlg them into a component of the stormwater collection system. Lots that will naturally
drain into the system are not required to provide these additional measures.
Signatufe�� Date: '? .1--4 . Q-j
pi �J. JlUoln,4cX, , a Notary Public in the
State of /10i7 %�h o & Af /G" , County of M)A
do hereby certify that 16//G rc�r2personally appeared
before me this the day of , 2001 , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
� _ ,fLt i / L
SEAL
Signature ANMNETTE H. WOMACK
M Commission expires t-� i 0r ?oil l OwArapu�
Y p t '-fir
July �2, 2011

ATTACHMENT C
2041-38 WATERWAY COVE
Maximum Allowable Built -Upon. Area Per Lot
Single -Family Lots ...................................... 2,500 square feet
Townhome Units
#1, 4, 5, 8, 9, 12, 13, 16, 17, 20, 21, 23, 24, 26, 27, 29, 30, 32,
33, 35, 36, 38, 39, 42, 43, 46, 47, 50, 51, 54, 55, 58, 59, 62, 63,
66, 67, 70, 71, 74, 75, 77, 78, 81, 82, 85, 86, 88, 89, 92, 93, 96,
97,100 ............................................. 1,525 square feet
#2, 3, 6, 7, 10, 11, 14, 15, 18, 1.9, 22, 25, 28, 31, 34, 37, 40, 41,
44, 45, 48, 49, 52, 53, 56, 57, 60, 61, 64, 65, 68, 69, 72, 73, 76,
79, 80, 83, 84, 87, 90, 91, 94, 95, 98, 99 .................... 1,725 square feet

5.0
MAPS

,.... c'` ; - -
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Lea�IrwBfleetare 'top.C:?
,CAN T;
and Environmeaw science WATERWAY COVE Waterhara visage, UC
5511 Capita! renier Drive, Sr,ta 105
th MMOM & MACBROOM Rwelgh. earCoroIIna 2-s06
���
5511 Capital Center Drive - Suite f 06 kalw lt, Mirth HATE' INiY E9, �07 SHEET:
C•arulina'�606
(91+)18544373 Fax[phone]USGS SITE LOCATION MAP 1 of 1
:cy.is.rnil.nncandma<braam.cum SCALE: r r 5000 toot

WATERWAY COVE
SOILS MAP
6.0
SURFACE WA T ER C; ASSIFICA i LON

Report Date: 05112107
North Carolina Waterbod es Listed by Subbasin Records Found: 92
Note: Waterbodies are listed in more than one subbasin if they cross subbasin boundaries. Search Parameters:
Subbasin: 03-07-59
Class:
Name:
Desc:
Index#:
Name of Stream Description Curr. Class Date Prop. Class Basin Stream Index #
Subbasin# 03-0M9
Intracoastal
From Cape Fear River Basin
SA;HQW
12/01/63
Lumber
15-25
Waterway
at Buoy FI R ev. 4 sec 22 to
North Carolina -South
Carolina State Line,
including all sloughs,
sounds, inlets and
connecting channels
Lockwoods Folly
From source to mouth of
C;Sw
12/01/63
Lumber
15-25-1-(1)
River
Royal Oak Swamp
Red Run
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-2
Folly River
Boggy Branch
From source to Red Run
C;Sw
12/01/63
Lumber
15-25-1-2-1
Pinch Gut Creek
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-3
Folly River
Holden Creek
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-4
Folly River
Ramshead Br-anrh
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-5
Folly River
River Swamp
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-6
Folly River
Midway Branch
From source to River Swamp
C;Sw
12/01/63
Lumber
15-25-1-6-1
Sarah Hole
From source to River Swamp
C;Sw
12/01/63
Lumber
15-25-1-6-2
Rattlesnake Branch
From source, to River Swamp
C;Sw
12/01/63
Lumber
15-25-1-6-3
Middle Swamp
From source to River Swamp
C;Sw
12/01/63
Lumber
15-25-1-6-4
Bolivia Branch
From source to Middle Swamp
C;Sw
12/01/63
Lumber
15-25-1-6-4-1
Half Hell Branch
From source to Middle Swamp
C;Sw.
12/01/63
Lumber
15-25-1-6-4-2
Clark Branch
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-7
Folly River
Ford Branch
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-8
Folly River
Nucitt Branch
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-9
Folly River
Scotts Branch
From source to Lockwoods
C;Sw
12/01/63
Lumber
15-25-1-10
Folly River
Lockwoods Folly
From mouth of Royal Oak
SC;HQW
08/01/90
Lumber
15-25-1-(11)
River
Swamp to Brunswick County SR
1200
Page 1 of 5

7.0
WETLANDS REPORT

LM(`J
LAND MANAGEMENT GROUP iNc.
maillop1mEnvironmental Consultants
MEMORANDUM
To: Troy DeHaven
From Ashley Futral
Date: 4/23/2007
Re: USACE Wetland Data Package, Routine Wetland Determination-
Waterboro Estates
Troy DeHaven:
Enclosed is a copy of the Wetland Data Package (including maps, data sheets, etc.) for the above
referenced site. This information has been submitted to the US Army Corps of Engineers (USACE) for their
use in providing a final jurisdictional determination of the delineated wetland boundary. An on -site meeting
with the USACE is scheduled for 51312007,
Should you have any questions regarding our delineation work, please feel free to contact me either by
phone at 910-452-0001 or by email at afutral((Dlm ro4 up.net. Thank you for allowing us to assist you with
this project.
Thank you,
Ashley Futral
Staff Scientist
encl.
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC
28402

Army Corps of Engineers
Wetiand Data Package
Va4=rbG� I . act
Brunswick County
Property Owner: William English Jr
235 Manor Blvd
Pearl River, NY 10965
Applicant: Troy DeHaven
Land Quest Development
5511 Capital Center Drive, Suite 105
Raleigh, NC 27606
Subdivision name:
Lot number:
Parcel ID:
1819 Waterway Drive
Not Applicable
L-38
243NBO3405
Directions: From Wilmington take US 17 South towards Brunswick County. Follow
through Brunswick County to Ocean Isle Beach Road/NC 904 South. Take a left onto
Ocean Isle Beach Road. Take a right at the intersection with Beach Drive. Take a left
at Waterway Drive and follow around to the end. Property is adjacent to the AIWW.
Nearest water body: AIWW
Name of watershed: Lumber 03040207
Coordinates of Site: Latitude: 33.8949 N
Longitude: 78.4488 W
USGS Quad: Shallotte
Total Sze: N1 acre
Total Size of Wetlands: see preliminary wetland map for details

AGENT AUTHORIZATION FORM
TO WHOM IT MAY CONCERN:
Uwe, the undersigned, hereby authorize Land Management Group, Inc. to act as our agent in the
determination of jurisdictional wetland boundaries on the subject property, "Waterboro",
Bnmswick County, NC. By way of this form, Uwe additionally authorize access to the site by
representatives of the US Army Corps of Engineers andlor the NC Division of Coastal
Management for the purpose of reviewing the flagged wetland boundary and providing a final
jurisdictional determination. Any questions regarding the jurisdictional wetland determination
should be directed to Land Management Group, Inc.
Please provide the following information:
Property Address and Parcel ID Number: -rAx 14a P bQ*M tSuE�y+n .
Current Property Owner Name: VJiL�t� +rtn ` n1 bt�tSt�r
Owner Address & Phone Number: > ass* mykfl t A- �-1," k
Red N1oAIV. , ►S1' labs't
Please circle Yes or No for the following_ggestions:
ItWe are the current owners:
Yes
We are under contract to purchase the subject property: Yes
VW* are under option to purchase the subject property: Yes
UWe have no Iegal interest in subject property: Yes
(Le. speculative request •- NOTE: Site access will be restricted without notieetantheriratlan by
current owner)
W'�i.�+r�k E•iabtls�k
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DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project! Site: Waterboro Tract
Date: March 2007
County: Brunswick
Applicant ! Owner: Troy DeHaven: Waterboro Village Management, LLC
Investigator:Christian Preziosi
State: N.C.
Do normal circumstances exist on the site? Yes X No-
Community ID:
Is the site significantly disturbed (Atypical situation)? Yes No_.X--
Transect ID:
Is the area a potential problem area? Yes No .X
Plot ID:
(explain on reverse if needed)
Pt. 1 Wetland
VEGETATION
Dominant Plant Species Stratum Indicator I Dominant Plant Species Stratum Indicator
1. Spartina alterniflora
2. Spartina patens
3. Borrichia frutescens
4. Iva frutescens
5. Ilex vomitoria
6. Ilex vomitoria
7. Juncus roemeranus
8.
Grass
OBL
Grass
FACW
Shrub
OBL
Shrub
FACW
Tree
FAC
Shrub FAC
Grass OBL
9.
10.
11.
12.
13.
14.
15.
16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 100%
Remarks: Wetland Vegetation Present Based Upon Greater than 50% of the Plant Specie ar` re not
Classified as FAC-OBL in the National List of Plant Species that Occur in Wetlands. Sample plot was taken...
HYDROLOGY
X Recorded Data (Describe In Remarks):
Stream, Lake, or Tide Gauge
x Aerial Photographs
_ Other
No Recorded Data Available
Field Observations:
Depth of Surface Water: None (in.)
Depth to Free Water in Pit: 61,
Depth to Saturated Soil: 6" (in.)
Remarks:
Wetland Hydrology Indicators
Primary Indicators:
X Inundated
Saturated in Upper 12"
Water Marks
Drift Lines
Sediment Deposits
Drainage Patterns in Wetlands
Secondary Indicators:
Oxidized Roots Channels in Upper 12"
Water -Stained Leaves
Local Soil Survey Data
_ FAC-Neutral Test
Other (Explain in Remarks)

SOILS
Map Unit Name
(Series and Phase): Wando
Drainage Class: excessively drained
Taxonomy (Subgroup):ypic Udipsamments
Confirm Mapped Type? Yes_ NoX
Profile Description:
Depth Matrix Colors Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc.
1-101, A 10YR 4/3
sand
10-181, C 10YR 3/1
sand
Hydric Soil Indicators:
Histosol
_ Concretions
_ Histic Epipedon
_ High Organic Content in Surface Layer In Sandy Soils
Sulfidic Odor
Organic Streaking in Sandy Solis
Aquic Moisture Regime
Listed On Local Hydric Soils List
Reducing Conditions
Listed on National Hydric Soils List
X Gleyed or Low-Chroma Colors
X Other (Explain in Remarks)
Remarks:
Oxidized rhizospheres found in profile.
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes X No Is the Sampling Point
Wetland Hydrology Present? Yes X No Within a Wetland? Yes No_
Hydric Soils Present? Yes x No
Remarks: Location (describ 1s/iA3pot classified as a wetland based upon the criteria set forth in the 1987
Army Corps of Engineers Wetlands elineation Manual.
Investigator: Christian Preziosi Applicant: Troy DeHaven
Land Management Group, Inc. Waterboro Village Management, LLC
PO Box 2522 ' 5511 Capital Center Drive, Suite 105
Wilmington, NC 28402 Raleigh, NC 27606

DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project/ Site: Waterboro Tract I Date: March 2007
Applicant / Owner: Troy DeHaven: Waterboro Village Management, LLC County: Brunswick
Investigator: Christian Preziosi I State: N.C.
Do normal circumstances exist on the site? Yes X No- Community ID:
Is the site significantly disturbed (Atypical situation)? Yes Now Transact ID:
Is the area a potential problem area? Yes No •X Plot ID:
(explain on reverse if needed) Pt. 2 Upland
VEGETATION
Dominant Plant Species Stratum Indicator I Dominant Plant Species Stratum Indicator
1. Smilax bona-nox
2. Quercus virginiana
3. Laurifolia
4. Morelia cerifera
5. Ilex vomitoria
6. Spartina patens
7.
8.
Vine
FAC
9.
Tree
FACU+
10.
Tree
FACW
11.
Shrub
FAC+ .
12.
Shrub
FAC
13.
Grass
FACW
14.
15.
16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 83.3%
Remarks: Wetland Vegetation Present Based Upon Greater than 50% of the Plant Specie ar re not
Classified as FAC-OBL in the National List of Plant Species that Occur in Wetlands. Sample plot was taken...
HYDROLOGY
Recorded Data (Describe In Remarks):
Stream, Lake, or Tide Gauge
Aerial Photographs
_ Other
X No Recorded Data Available
Field Observations:
Depth of Surface Water: None (in.)
Depth to Free Water in Pit: >12" (in.)
Depth to Saturated Soil: >12" (in.)
Remarks:
Wetland Hydrology Indicators
Primary Indicators:
Inundated
_Saturated in Upper 12"
_ Water Marks
Drift Lines
Sediment Deposits
Drainage Patterns in Wetlands
Secondary Indicators:
Oxidized Roots Channels In Upper 12"
Water -Stained Leaves
Local Soil Survey Data
_ FAC-Neutral Test
Other (Explain in Remarks)

SOILS
Map Unit Name
(Series and Phase): Wando
Drainage Class: excessively drained
Taxonomy (Subgroup):Tyoic Udipsamments
Confirm Mapped. Type? Yes_ NoX
Profile Description:
Depth Matrix Colors Mottle Colors
Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc.
1-101, A 10YR 3/3
single grain, loose, fine sand
10-1 S" C 10YR 4/5
sand
Hydric Soil Indicators:
Histosol _
Concretions
_
_ Histic Epipedon _
High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor
Organic Streaking in Sandy Soils
_
_ Aquic Moisture Regime
Listed On Local Hydric Soils List
_ Reducing Conditions
Listed on National Hydric Solis List
_ Gieyed or Low-Chroma Colors —Other
(Explain in Remarks)
Remarks:
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes X No Is the Sampling Point
Wetland Hydrology Present? Yes No x Within a Wetland? Yes_ No X
Hydric Soils Present?, Yes No X I
Remarks: Location (describe) is/no lassifled as a wetland based upon the criteria set forth in the 1987
Army Corps of Engineers Wetlands Delineation Manual.
Investigator: Christian Preziosi Applicant: Troy DeHaven
Land Management Group, Inc. Waterboro Village Management, LLC
PO Box 2522 55111 Capital Center Drive, Suite 105
Wilmington, NC 28402 Raleigh, NC 27606

1179
NW
,�
``. 17 Russtown
,944�� C I<Run
� (/,•�s•n1.i` �t 3
Fishing flier
*Boundaries are approximate and are—` �rSITE
not meant to be absolute.
Map Source: North Carolina Atlas & Gazetteer. Pg 86.2003
L°Qo..
Ocean Isle
Ocean, Isle Beach
FiWng lea
� Troy DeHaven
Waterboro Village Mangement, LLC LNG
Waterboro Tract LAND MANAGEMENT GROUP mc.
Brunswick County, NC Environmental Consultants
02-07-032C March 2007
.,mow
4
� �' i £71
SCALE 1" = 1 Mile
Figure 1
Vicinity Map

f l sJ p i
it
01
qL
4y La4 ! 1 1" � `I _ a'� •. i t k ,�, r•S.' Ml.d -_�' �"Y
Ce
loft
14
r ..,_ : - - • �' _�- T SITE �;....:.
�. r -
< i \ _rw •+
, ......ems • , , .- r' -
r
GAFF � � r��.. ^� � ram—°` r • ., � �-
LEV
# ..,,RCS-. i - _. +( rs,t"' �,.. '.'.+ "' .. f -• s ,_ � .5 t'.. , r _1 1 � ,{ A
J
r
-k
ems, - «•�
*Boundaries are approximate and area"''` IaSITE
not meant to be absolute.
Map Source: Shallotte Quadrangle 7.5 minute (topographic) 1990.
Troy DeHaven
Waterboro Village Mangement, LLC
Waterboro Tract
Brunswick County, NC
02-07-032C
LMG
. <. LAND MATAGEMENT GROUP Li ,
EnWronmentaf Cons✓Rants
March 2007
SCALE 1" = 2000'
Figure 2
USGS Topgraphic Flap

.. ..�-- �.:,� X. rt. ,.......� �:-•- _-•. L._, w_.. .-.. � t-..7' _. 1.,-=�-.... �.'P .�.....:.- --:.. - - ... ...u1^«^4a�e��, ..:'.ur` .l—.av--..�_ ••,'t+ - .. 3., 'f.
R
a qd-pf V _ 'Ig` ey �iT _i k �y e l.$i ii } ry �✓Iy� �,�F,
cH �` ? td
- '�.A." < .t Ji 1 - ,fly,. '>•`t ��ki',� r..yY � �{ _
G .a „ip
fir•• �1 � �M � .'� � :••M} 'i�:x �'"�s.�+ . , '
n st ixa{ y
SITE
Ji �, r .a1�� � vt •e�I
WaB
V.
IVY
_ .�. .ei, �4 �; �+- ,1.�,.,,,,•.'"�-- f� � ''k� ��,�ra � �t �'+ y 3 � fax
z
�t"At.}�.�,nsxa Cy`. .�.�'''•- - - F�'.,wi ' �3'~ i 'c• 'f
geu'c„r E a1* •4--.' 4. Bd _
x'� -iSy 4 YfM Y ! _ 'd it _ f '�Wt7�'�•
-
I FF-
GWO
fS" M
k -. , } *h. ♦ - .. f - R $ `"i• rq
,
66
.. r,�;.Ky,,.•rts'lry,..r.. .=v.�- y. ,,:,�., ,xSc. M' .x r x < •w 't. ..
*Boundaries are approximate and are }' �`�sliE
not meant to be absolute. SCALE 1" = 300'
Iviap ♦JUUIl;U. IVr-%\�J hull JUIvCy.
Troy DeHaven
Waterboro Village Mangement, LLC
Waterboro Tract
Brunswick County, NC
02-07-032C
LG Figure 3
` LAND t3AtiAGL•?,gi_,ti'I GROUT
a]ylronc]ar:ral Const:lrnnfs Soils Map
March 2007

mom ' ' ! ti f
� �nlp •�s i a.
r :
I.A.lab—
r

.=��:����a��-�.� �----::.,,...��_ _ �-�,:-;.-_------_�._�._..-�---.__.. ter.
r

SOILS REPORT

god r1ice " O,V 2522
WOnhVot, J NAr &U/4i w 28402
goono,v °X2aa" Vice .°7aa/c
3805 9404 ,xcce 964 9s
Wi,62tng&z-, AV 2840.9
February 6, 2007
Troy M. DeHaven
Landquest Development
5511 Capital Center Dr.
Suite 105
Raleigh, NC 27606
9%wte: 990-1i2-0009
96. NO-452-0050
aacaca. �iar�2acc�a. �*zeG`
Reference: Stormwater infiltration study for the proposed Waterboro Development near Ocean
Isle, NC.
Dear Mr. DeHaven:
On Thursday, February 8"' 2007, Land Management Group, Inc. had the pleasure
of evaluating the proposed stornowater h-&hration areas at the proposed Waterboro
development site along with the supervis obi of NCDENR DWQ. The purpose of the
evaluation was to describe the soil'irofile; *antify the depth to the seasonal high water
table, using-6 to 9 foot soil auger borings, and to inform the project engineer of any
potential limitations of this project. Actual hydraulic conductivity measurements were
not taken. Therefore, my report will focus on suggested infiltration rates from the NC
DENR DWQ representative.
The soils at this site are mapped as Kureb and Wando soil series soils in the Soil
Survey of Brunswick County (C7SDA,19W. Actual soil borings confirm the soil to be
Wando Series in borings I-14 shown in Appendix A, the locations of the borings are
shown in Appendix C. The soil can best be described as deep sands that formed in a
series of depositional events. It is expected that these soils will have high infiltration rate
in excess of 6-10 in/hr. The seasonal high water table is normally evident by observation
of redoximorphic features suggesting past conditions of saturation and reduction. There
is evidence of redoxirnorphic features as shallow as 26" within one of the test borings of
the proposed infiltration areas. In the other borings within the infiltration areas, the
seasonal high water table was frorn 30" to an excess of 108" across the proposed test
areas (see complete boring notes in Appendix ,A). No physical water levels were
recorded on February 8`h. All recorded depths are from the existing surface as noted in
the pit notes. The official published description and physical and chemical data for the
Wando soil series are shown in Appendix B for comparison.
bne and M
FEB 1 6 2007
1g1SJ

In summary, LMG has performed site specific evaluation within the stormwater
infiltration area. This area has soils that have a seasonal high vrater table that are 24" in
boring 4 the other areas that have seasonal high water tables from 30"in borings 3, 1.3 and
14, to an excess of 108" in borings 7, 10 and 11 from the soil surface and an infiltration
rate of up to 10" per hour. All notes for installation and limitations to proposed basin
areas are mentioned in Appendix A, as per NC DENR representative. Please do not
hesitate to contact me if you have any questions with this report. I may be reached at
910-452-0001, 910-471-0505 or at nhowe1I@lmuogp..net .
Sincerely,
J
Nick Howell
Environmental Scientist
CC: Ruben Jones

Appendix A
Soil Boring Notes and design Criteria

Waterboro Stonnwater Evaluation
GFS Test
Locations
10/412005
"Seasonal
High
Water Table:
*Infiltration
Rate in/hr:
Notes as stated by Vincent Lewis
1
50"
8 to 10
2
65"
8 to 10
3
30"
6 to 8
_
4
26"
6 to 8
5
38"
6 to 8
6
78"
a to 10
7
108"
8 to 10
8
78"
$ to 10
9
65"
8 to -10
Had to cut off lower leg of basin due to unsuitable
soils.
10
108"
8 to 10
11
108"
8 to 10
12
36"
6 to 8
13
30"
1 6 to 8
14
39'
1 6 to 8
* Values for rates and water table depth as stated by Vincent Lewis

Appendix C
Test Area Map

Waterboro Tract
Stormwater Evaluation
Test Area Map
February 13, 2007
NrrI,1\M( 179
EJProposed infiltration Basin Area.
as provided to L.M.G. by others,
0 100 200 400
Testing Location Sa Feet
1 "=200'

9.0
RAINFALL DATA

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION /`
I FREQUENCY ESTIMATESRY
FROM NOAA ATLAS 14
hq"tiin ir�
North Carolina 33.898 N 78.484 W 29 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon May 14 2007
l Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Help Docs U.S. Map
Precipitation Frequency Estimates (inches)
ARI* 5 (Fhr][MF2
0120 345610 5 30 60 6 4 4 7 10
hrdayyeammin mn mn mn mn r ayhday day day day 11 day
0.50 0.80 1.00 1.38 1.72 2.05 2.21 2.70 3.17 3.68 4.29 .80 5.52 6.23 8.37 10.39 12.95 15.55
0 0.59 0.95 1.20 ].65 2.07 9 2.68 666 7.47 9.97 12.33 15.30 18.33
0 0.69 1 1. ] 0 1.40 1.99 2.54 3.13 3.3 8 4 =F91 5. 77 ED 7.33 8.37 9.23 12.12 14.75 18.07 21.39
10 0.77 1.24 1.56 2.26 2.95 3.69 4.03 4.95 5.88 6.89 7.91 8.63 9.77 10.68 13.88 16.68 20.27 23.78
0.87
1.39
1.76
2.60
3.47
.46
4.92
6.08
7.27
8-
9.76
10.53
11.79
12.73
16.34
19.32
23.25
26.94
I25
F-so-_10.95
1.S1
1.91
2.88
3.90
5.12
5.72
7.07
8.51
10.05
11.37
12.14
13.47
14.44
18.34
21.43
25.59
29.38
[ Text version of table "These precipitation frequency estimates are based an a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the komwiakm for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequenoy Estimates Versions 3
33.898 N 78.484 W 29 4t
c
Average Recurrence Interval (years)
Duration
5-min
4 8 - h r -x- 30-day
10-min
3-hr it-
4-day -
15-min -+-
.-!-r-•^-
7-day -e- 60-day -*-
`Q- 11) • ti
I2-hr t
10-day -+-
60-min
24-hr -r}-
17 A /. nr

Precipitation Frequency Data Server
Page 2 of 4
Fi
Partial duration based Point Precipitation Frequency Estimates Versions 3
33.898 M 78.484 N 29 ft
C C C L C C E L L L L L L L L L 71 a T T T T Zh 71 71 �
I t t M M t L .0 S Z N N W (aN N M do ID T
E £ E E E E 0 I I I I I r I I I -5 'O -0 'C -0 T.0 a V
I I I I I 1 Cu M * tie GD N DD 't ID GD I 1 I 1 I I 1 I I 1
In CoIn M M 0 ou M V M ItIn A J.a7 M m . 6
-' M W J+ Duration - - fU M a %a
Mon May 14 15:12936 2007
Average Recurrence Interval
(Mears)
2 -e-
lea -
5 -+-
_ 0 0-
10 -e-
500 t
.25-
1000 -E-
Confidence Limits -
* Upper bound of the 90% confidence interval 711
Precipitation Frequency Estimates (inches)
4 7 10 20 30 45 60
15 30 60 120 3 6 12 24 Mhr
ARI 5 10E-1
(years) min ]mn nun min m►n nun hr hr hr hr day day day day day day day
1�
0.54
0.87
1.08
1.49
1.85
2.24
2.43
2.98
3.53 .07
.74
5.24
5.99
6.72
8.95
11.06
13.74
16.42
0.64
1.03
1.29
1.79
2.25
2.72
2.96
3.63
.29
4.95
5.75
6.32
7.22
8.05
10.67
13.14
16.24
19.36
0
10
0.75
0.83
1.19
1.33
1.51
2.15
2.75
3.42
3.73
4.59
5.47
6.39
7.36
8.00
9.06
9.95
12.97
15.72
19.18
22.58
1.69
2.44
3.18
.03
.43
5.46
6.54
7.62
8.74
9.41
10.58
11.51
14.83
17.77
21.51
25.09
25
50
0.94
1.02
1.50
1.63
1.90
2.06
.8l
.10
3.74
.20
.86
5.41
6.69
8.07
9.47
10.79
11.48
12.77
13.73
17.47
20.59124.69
28.46
5.58
6.28
7.78
9.44
11.10
12.58
13.26
14.61
15.59
19.64
22.88
"27.'21
31.07
100
1.I0
1.75
2.22
.40
.68
6.33
7.21
8.96
10.94
12.93
14.59
15.22
16.60 17.57
21.95
25.21
29.79
33.71
200
1.19
1.88
2.37
.69
5.18
7.15
8.22
10.27
12.62 15.00
16.86
17.40
18.79
19.75
24.41
27.64
32.47
36.35
500
T.29
2.04
2.57
.09
5.88
8.33
9.75
12.24
15.17 18.20
20.30
20.75
22.02
22.92
27.95
31.07
36.17
39.93
1000
1.39
2.18
2.74
.43
6.47
9.36
11.11
14.00
17.43 21.05
23.34
23.68
24.77
25.61
30.86
33.81
39.11
2.73
*The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series. ARI 6 the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI
(years)
5
min
10 15
min min
30
min
66
min
120
min
3
hr
6 12
� hr 11
24
hr
48
hr 11
4
day 11
7
day 11
10 20
day day 11
30
day
45
day
60
day
F1
0.47
0.75 0.93
1.28
1.59
1.89
2.03
2.47 2.88
3.35
3.92
4.42
5.12 5.81 7.84
9.77
12.21
14.72
0 0.55
00.64
0.88 1.11
1.C2 1.29
1.53 1.92 2.29 2.45
3.00 3.48
.07
.75
5.34 6.18 6.96 9.34 11.60
14.44
17.34
n2.35
2.88
3.09
3.78 4.43
5.24 6.07
6.74
7.74
8.57 11.35
i3.86
i7.G4
20.20
10 0.71
1.14 1.44
2.09 2.72
3 39
3.66
4.49 5.29
6.25 7.18
7.91
9.01
9.89 12.96
15.64
19.07
22.42
25 0.80
1.27 1.61
2.39 3.19 .07 4.45
5.47 6.49
7.72 8.79
9.58
10.81 1I.75 15.19
18.05
21.81
25.33

Precipitation Frequency Data Server
Page 3 of 4
50 0.87
].38 1.75 2.63
3.57
.65
5.14 J16.33
7.54 8.96
10.15 10.97
12.27
13.23
16.96
]9.93
23.90
27.53
100 0.93
1.48
1.87 2.87
3.95
5.25
5.86 7.23
8.67 10.33
11.62 12.45
13.81
14.78
18.77
21.82
26.00
29.68
Z00 0.99
1.57
1.99 3.09
4.34
5.88
6.63 8.21
9.91 11.82
13.22 14.04
15.43
16.41
20.65
23.72
28.08
31.78
500 ].07 1.70
2.13 3.40
.87
6.77
7.75 9.65 11.73 14.01 15.57 16.36
17.71
18.67
23.19
6.25
30.84
34.50
1000 1.14 1.79
.25 3.64
531 7.54
8.72 10.90 13.31 15.87 17.54 18.30
19.56
20.47
25.20
8.20
32.95
36.55
wwmenoo nnm va er a umn ... a revei u we vaue wwun ovn or me simuiareu quanuie vamas Tor a given Trequency are rese man.
"These precipitation frequency estimates are based on a partial duration maxima series ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Maps -
178"'W 110-W 1(7 -w 9th Will
7R . A-W
7A _ ii` w
Other Maps/Photographs -
7A.4"W
70Y W
+� These maps were produced using a direct map request from the
U.S. Census Bureau Maooino and Cartooraohic Resources
Tiger Mao Server.
Please read dUc lair er for more information.
<r� t
'..f
LEGEND
kve a= a
-� State
- Connector
Beach
County
Stream
"
v Indian Resv
Military Area
Lake/PondlOcean
National Park
--- Street
Other Park
- Expressway
City
- H I ghway
o�- County 6 8 mi
Scale 1:228583
2 6 11 kk
?
*average --true scale
depends on monitorr esolution
a
_C1.
r:
View USGS digital orthophoto quadrangle (DOQ)covering this location from TerraServer; USGS Aerial Photograph may also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts
has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the 1L Sr$. for more
information.
Watershed/Stream Flow Information -
Eind the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study,

Precipitation Frequency Data Server Page 4 of 4
please refer to our documentation.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/-30 minutes ...OR... 1 +/-1 degree I of this location (33.898/-78.484). Digital ASCII data can be obtained directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: HDSC.Oueslionsrionoaaaoy
Disclaimer

10.0
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2041-38
Waterway Cove NC DENR Division of Water Quality
Stormwater Management Permit Application
ALLOWABLE IMPERVIOUS AREA FOR EACH TOWNHOME UNIT
UNIT # Units
1 1,125
Driveways
Total
1,525
400
2 1,125
600
1,725
3 1,125
600
1,725
4 19 1,125
400
1,525
5 1,125
400
1,525
6 1,125
600
1,725
7 1,125
600
1,725
8
1,125
400
1,525
9
1,125
400
1,525
10
1,125
600
1,725
11
1,125
600
1,725
12
1,125
400
1,525
13
1,125
400
1,525
14
1,125
600
1,725
15
1,125
600
1,725
16
1,125
400
1,525
17
1,125
400
1,525
18
1,125
600
1,725
19
1,125
600
1,725
20
1,125
400
1,525
21
1,125
400
1,525
22
1,125
600
1,725
23
1,125
400
1,525
24
1,125
400
1,525
25
1,125
600
1,725
26
1,125
400
1,525
27
1,125
400
1,525
28
1,125
600
1,725
29
1,125
400
1,525
30 1,125
400
1,525
31 1,125
600
1,725
32 1,125
400
1,525
33 1,125
400
1,525
34 1,125
600
1,725
35 1,125
400
1,525
36 1,125
400
1,525
37 1,125
600
1,725
38
1,125
400
1,525
39
1,125
400
1,525
40
1,125
600
1,725
41
1,125
600
1,725
42
1,125
400
1,525
43
1,125
400
1,525
44
1,125
600
1,725
45 1,125
600
1,725
46 1,125
400
1,525
47 4 1,125
400
1,525
48 1,125
600
1,725
49 1,125
600
1,725
50 1,125
400
1,525
UNIT # Units
Driveways
Total
51 1,125
400
1,525
52 1,125
600
1,725
53 1,125
600
1,725
54 1,125
400
1,525
55 1,125
400
1,525
56 1,125
600
1,725
57 1,125
600
1,725
58. 1 1,125
400
1,525
59 1,125
400
1,525
60 1,125
600
1,725
61 1,125
600
1,725
62 1,125
400
1,525
63 1,125
400
1,525
64 1,125
600
1,725
65
1,125
600
1,725
66
1,125
400
1,525
67
1,125
400
1,525
68
1,125
600
1,725
69
1,125
600
1,725
70 1,125
400
1,525
71 1,125
400
1,525
72 1,125
600
1,725
73 1,125
600
1,725
74 1,125
400
1,525
75 1,125
400
1,525
76 1,125
600
1,725
77 1,125
400
1,525
78 1,125
400
1,525
79 1,125
600
1,725
80 1,125
600
1,725
81 1,125
400
1,525
82 1,125
400
1,525
83 1,125
600
1725
84 1,125
600
1,725
85 1,125
400
1,525
86 1,125
400
1,525
87 J 1,125
600
1,725
88 1,125
400
1,525
89 1,125
400
1,525
90 1,125
600
1,725
91 11125
600
1,725
92 1,125
400
1,525
93 ti 1,125
400
1,525
94 1,125
600
1,725
95
1,125
600
1,725
96
' 1,125
400
1,525
97
1,125
400
1,525
98
.1,125
600
1,725
99
1,125
600
1,725
100
1.1251
400
1,525
TOTAL N 112,5001 49,2001 161,700

L LG0
RUNOFF RATE FOR DESIGN STORM

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
100 flow to ps 1.5
inch
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 4.900 ac
Basin Slope
= 1.5 %
Tc method
= USER
Total precip.
= 8.98 in
Storm duration
= 24 hrs
Wednesday, May 23 2007, 4:23 AM
Peak discharge = 31.37 cfs
Time interval
= 5 min
Curve number
= 100
Hydraulic length
= 1500 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : 100 flow to ps 1.5 inch - 25 Yr
1.00
0.90
0.80
0.70
0.60
0.50
t
0.40
0.30
I
0.20
i
i
0.10
0.00
0.0 2.5 5.0 7.5
Type III Design Storm
Hydrograph Volume = 149,744 cuft
Precip (in)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10.0 12.5 15.0 17.5 20.0 22.5 25.0
Time (hrs)

DA-100
Precipitation at
Cummulative
Cummulative
Peak Runoff
Hour Mark
Last 5 min. of hour
Precipitation for Hour
Precipitation for Storm
cfs
1
0.0075
0.09
0.09
2
0.0075
0.09
0.18
3
0.0086
0.1032
0.2832
4
0.0097
0.1164
0.3996
5
0.0108
0.1296
0.5292
6
0.0119
0.1428
0.672
7
0.0156
0.1872
0.8592
8
0.0193
0.2316
1.0908
9
0.0277
0.3324
1.4232
9.25
0.0299
0.0897
1.5129
1.61

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
100 flow to ps 1.5 inch
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 4.900 ac
Basin Slope
= 1.5 %
Tc method
= USER
Total precip.
= 8.98 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
l.6
0.00
0 3 5
Hyd No. 1
100 flow to ps 1.5 inch
Hyd. No. 1 -- 25 Yr
Wednesday, May 23 2007, 4:23 AM
Peak discharge = 31.37 cfs
Time interval
= 5 min
Curve number
= 100
Hydraulic length
= 1500 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 149,744 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
IWOR
- I 1 0.00
8 4 Zs 10 13 15 18 20 23 25
Time (hrs)

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Hydrograph 'Plot
Hydrafow Hydrographs by Intelisolve
I
Hyd. No. 1
200 flow to ps 1.5
inch
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 5.500 ac
Basin Slope
= 1.5 %
Tc method
= USER
Total precip.
= 8.98 in
Storm duration
= 24 hrs
Wednesday, May 23 2007, 4:45 AM
Peak discharge = 35.21 cfs
Time interval
= 5 min
Curve number
= 100
Hydraulic length
= 1500 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : 200 flow to ps 1.5 inch - 25 Yr
1.00
0.90
0.80
0.70
0.60
0.50
I
0.40
l�
0.30 1
i
0.20 i
u
i
0.10
0.00 -
0.0 2.5 5.0 7.5
Type III Design Storm
Hydrograph Volume = 168,080 cult
Precip (in)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10.0 12.5 15.0 17.5 20.0 22.5 25.0
Time (hrs)

DA-200
Precipitation at
Cummulative
Cummulative
Peak Runoff
Hour Mark
Last 5 min. of hour
Precipitation for Hour
Precipitation for Storm
cfs
1
0._0075
�0.0075
0.09
0.09
2
0.09
0.18
3
0.0086
0.1032
0.2832
4
0.0097
0.1164
0.3996
51
0.0108
0.1296
0.5292
6
0.0119
0.1428
0.672
7
0.0156
0.1872
0.8592
8
0.0193
0.2316
1.0908
9
0.0277
0.3324
1.4232
9.25
0.0299
0.0897
1.5129
1.8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
200 flow to ps 1.5 inch
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 5.500 ac
Basin Slope
= 1.5 %
Tc method
= USER
Total precip.
= 8.98 in
Storm duration
= 24 hrs
Q (cfs)
40.00
30.00
20.00
10.00
Wednesday, May 23 2007, 4:45 AM
Peak discharge
= 35.21 cfs
Time interval
= 5 min
Curve number
= 100
Hydraulic length
= 1500 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
200 flow to ps 1.5 inch
Hyd. No. 1 -- 25 Yr
3 5 8 10
j, z 5'
Hyd No. 1
Hydrograph Volume = 168,080 cuft
13 15 18 20 23
Q (cfs)
40.00
f 1111111
10.00
�--1 0.00
25
Time (hrs)

a
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Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
300 flow to ps 1.5
inch
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 2.300 ac
Basin Slope
= 1.5 %
Tc method
= USER
Total precip.
= 8.98 in
Storm duration
= 24 hrs
Wednesday, May 23 2007, 4:40 AM
Peak discharge = 14.72 cfs
Time interval
= 5 min
Curve number
= 100
Hydraulic length
= 800 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Incremental Rainfall Precipitation
Precip (in) Hyd. No. 1 : 300 flow to ps 1.5 inch - 25 Yr
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
I
1
0.20
0.10
0.0 2.5 5.0 7.5
Type III Design Storm
Hydrograph Volume 70,288 cuft
Precip (in)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
o.00
10.0 12.5 15.0 17.5 20.0 22.5 25.0
Time (hrs)

DA-300
Precipitation at
Cummulative
Cummulative
Peak Runoff
Hour Mark
Last 5 min. of hour
Precipitation for Hour
Precipitation for Storm
cfs
1
0.0075
0.09
0.09
2
0.0075
0.09
0.18
3
0.0086
0.1032
0.2832
4
0.0097
0.1164
0.3996
5
0.0108
0.1296
0.5292
6
0.0119
0.1428
0.672
7
0.0156
0.1872
0.8592
8
0.0193
0.2316
1.0908
9
0.0277
0.3324
1.4232
9.25
0.0299
0.0897
1.5129
0.75

Hydrograph Not
Hyd. No. 1
300 flow to ps 1.5 inch
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 2.300 ac
Basin Slope
= 1.5 %
Tc method
= USER
Total precip.
= 8.98 -in
Storm duration
= 24 hrs
Q (cfs)
15.00
12.00
90
o. 7's
0.00
0
3 5
Hyd No. 1
300 flow to ps 1.5 inch
Hyd. No. 1 — 25 Yr
Wednesday, May 23 2007, 4:40 AM
Peak discharge = 14.72 cfs
Time interval
= 5 min
Curve number
= 100
Hydraulic length
= 800 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 70,288 cult
Q (cfs)
15.00
12.00
M
3.00
i , I --- _r ------- 1 0.00
8 1 10 13 15 18 20 23 25
Q, Z S Time (hrs)

a)
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12.0
STDRIVILWATER PUMP DESIGN DATA

(M
LO
0
0
0
:v
m
U)
LL
PERFORMANCE
PRODUCT
TYPE
CURVE
NP3153.181
LT
DATE
PROJECT
CURVE NO
ISSUE
2007-05-22
Waterway Cove
63-416-00-3010
1
1/1-LOAD 3/4-LOAD 1/2-LOAD
RATED
IMPELLER DIAMETER
POWER FACTOR 0.79 0.72 0.60
POWER ..... 12 hp
STARTING
187 mm
EFFICIENCY 87.0 % 87.5 % 86.0 %
CURRENT ... 102 A
MOTOR # STATOR REV
MOTOR DATA __ __ _
RATED CURRENT ... 16 A
RATED
1760
21-13-4AA 05YSER 111
COMMENTS
INLET/OUTLET
FREQ.
PHASES
VOLTAGE
POLES
-/ 8 inch
rpm
OT.MOM.OF
60 Hz
3
460 V
4
INERTIA... 0.055 kgm2
IMP. THROUGHLET
GEARTYPE RATIO
NO. OF
---
BLADES 2
--- ---
��u W
[hp]
o a
a
12
LL
a
Q
z =
w
�
O
Lu
10
1
o
8
LL
LL
W
LL:
J LL
Q W
a a.
O a
DUTY -POINT FLOW[usgpm] HEAD[ft] POWER [hp] EFF. [%] NPSHre[ft] 0
1 741 31.0 11.7 (10.2) 49.6 (56.7) 31.3
B.E.P. 1349 22.6 12.2 (10.7) 63.5 (72.7) 28.7
NPSHrea.
[ft] Z
0
[ftj
NPSH a=36
LL
45
45ui
w
w
m
40
40
[-
EFF.
35
35
0 30
30
60
1
Q
W
25
=
25
50
20
2D
40
15
15
30
10
1D
20
5
5
10
o
D
0 400 800 1200 1600 2000 [USgpm]
FLOW
NPSHre = NPSH3%+ min. operational margin
M

f Oa
WATERWAY COVE
AREA 100 - STORMWATER PUMPING STATION
SYSTEM HEAD CURVE COMPUTATIONS
EQUIVALENT LENGTHS FOR FITTINGS
Quantity
Item Equivalent Loss Per Fitting
TOTAL
Force Main
0
90° BEND 32
0
6
45° BEND 16
96
2
22.5° BEND 16
32
Pump Station
1
90' BEND - Long Red. 20
20
1
90' BEND 32
32
0
45° BEND 16
0
0
22.5* BEND 16
0
1
GATE VALVE 13
13
1
SWING CHECK VALVE 80
80
1
TEE -SIDE ENTRY 22
22
FITTINGS
295 FEET
LENGTH OF PIPE
DIP 1685 FEET
TOTAL EQUIVALENT LENGTH OF PIPE FEET
STATIC HEAD CALCULATIONS
DISCHARGE ELEV 33 Pipe Outlet
LOW WW 8.2 Pumps Off
HIGH WW 10.2
STATIC HEAD LOW WW 24.9
STATIC HEAD HIGH WW 22.8
DESIGN FLOW
Peak Flow Design Flow
CFS GPM
1.7 762.96

100
HAZEN WILLIAMS HEAD LOSS CALCULATIONS - 8" Pipe
Friction Factor - C
140
Pipe ID - inches
8
Equivalent Length -
_
ftMW
Static Head - ft
24.8
Flow
Head Loss Per 100'
Head Loss
TDH
Velocity
GPM
ft per 100 ft
ft
ft
ft/s
0
0
0
24.8
0
25
0.001750091
0.0346518
24.8346518
0.156582031
50
0.006317835
0.1250931
24.9250931
0.313164063
75
0.013387185
0.2650663
25.0650663
0.469746094
100
0.022807402
0.4515866
25.2515866
0.626328125
125
0.034478881
0.6826818
25.4826818
0.782910156
150
0.048327778
0.95689
25.75689
0.939492188
175
0.064295752
1.2730559
26.0730559
1.096074219
200
0.082334787
1.6302288
26.4302288
1.25265625
225
0.102404217
2.0276035
26.8276035
1.409238281
250
0.12446886
2.4644834
27.2644834
1.565820313
275
0.148497781
2.9402561
27.7402561
1.722402344
300
0.174463419
3.4543757
28.2543757
1.878984375
325
0.202340957
4.006351
28.806351
2,035566406
350
0.232107853
4.5957355
29.3957355
2.192148438
375
0.263743475
5.2221208
30.0221208
2.348730469
400
0.297228822
5.8851307
30.6851307
2.5053125
425
0.332546296
6.5844167
31.3844167
2.661894531
450
0.36967952
7.3196545
32.1196545
2.818476563
476
0.40861319
8.0905412
32.8905412
2.975058594
500
0.449332947
8.8967924
33.6967924
3.131640625
525
0.491825278
9.7381405
34.5381405
3.288222656
550
0.536077423
10.614333
35.414333
3.444804688
575
0.582077302
11.525131
36.3251306
3.601386719
600
0.629813451
12.470306
37.2703063
3.75796875
625
0.679274964
13.449644
38.2496443
3.914550781
650
0.730451445
14.462939
39.2629386
4.071132813
675
0.783332965
15.509993
40.3099927
4.227714844
700
0.837910025
16.590618
41.3906185
4.384296875
725
0.89417352
17.704636
42.5046357
4.540878906
750
0.952114712
18.851871
43.6518713
4.697460938
775
1.0117252Q4
20.032159
44.832159
4.854042969
800
1.072996912
21.245339
46.0453389
5.010625
825
1.135922047
22.491257
47.2912565
5.167207031
850
1.200493095
23.769763
48.5697633
5.323789063
875
1.266702799
25.080715
49.8807154
5.480371094
900
1.334544143
26.423974
51.223974
5.636953125
925
1.404010337
27.799405
52.5994047
5.793535156
960
1,475094804
29.206877
54.0068771
5.950117188
975
1.b47791169
30.646265
55.4462651
6.106699219
1000
1.622093247
32.117446
56.9174463
6.26328125
763
0.982904358
19.461506
44.2615063
4.778883594 DESIGN POINT

fG0
HAZEN WILLIAMS HEAD LOSS CALCULATIONS - 10" Pipe
Friction Factor - C
140
Pipe ID - inches
10
Equivalent Length -
ft
Static Head - ft
Plow
Head Loss Per 100'
Head Loss
TDH
Velocity
GPM
ft per 100 ft
ft
ft
ft/s
0
0
0
24.8
0
25
0.000590942
0.0117007
24.8117007
0.1002125
50
0.002133303
0.0422394
24.8422394
0.200425
75
0.004520366
0.0895032
24.8895032
0.3006375
100
0.007701231
0.1524844
24.9524844
0.40085
125
0.011642265
0.2305169
25.0305169
0.5010625
150
0.016318535
0.323107
25.123107
0.601275
175
0.021710339
0.4298647
25.2298647
0.7014875
200
0.027801466
0.550469
25.350469
0.8017
225
0.034578183
0.684648
25.484648
0.9019125
250
0.042028612
0.8321665
25.6321665
1.002125
275
0.050142305
0.9928176
25.7928176
1.1023375
300
0.058909958
1.1664172
25.9664172
1.20255
325
0.06832319
1.3527992
26.1527992
1.3027625
350
0.078374389
1.5518129
26.3518129
1.402975
375
0.089056589
1.7633205
26.5633205
1.5031875
400
0.100363374
1.9871948
26.7871948
1.6034
425
0.112288801
2.2233183
27.0233183
1.7036125
450
0.124827342
2.4715814
27.2715814
1.803825
475
0.137973828
' 2.7318818
27.5318818
1.9040375
900
0.15172341
3.0041235
27.8041235
2.00425
525
0.166071527
3.2882162
28.0882162
2.1044625
550
0.181013868
3.5840746
28.3840746
2.204675
575
0.196546356
3.8916178
28.6916178
2.3048875
600
0.212665119
4.2107694
29.0107694
2.4051
625
0.229366476
4.5414562
29.3414562
2.5053125
650
0,246646913
4.8836089
29.6836089
2.605525
675
0.264503081
5.237161
30.037161
2.7057375
700
0.282931771
5.6020491
30.4020491
2.80595
725
0,301929909
5.9782122
30.7782122
2:9061625
750.
0.321494544
6.365592
31.165592
3.006375
775
0.341622842
6.7641323
31.5641323
3.1065875
800
0.362312071
7.173779
31.973779
3.2068
825
0.383559603
7.5944801
32.3944801
3.3070125
850
0.4053629
8.0261854
32.8261854
3.407225
875
0.427719511
8.4688463
33.2688463
3.5074375
900
0.460627068
8.922416
33.722416
3.60765
925
0.474083278
9.3868489
34.1868489
3.7078625
960
0.49808592
9.8621012
34.6621012
3.808075
975
0.522632841
10.34813
35.1481302
3.9082875
1000
0.547721953
10.844895
35.6448947
4.0085
763
0.331891089
6.5714436
31.3714436
3.0584855 DESIGN POINT

Cn
0
(D
0
0
Co
J
u_
>�x- ji:w:
PERFORMANCE
PRODUCT
TYPE
CURVE
NP3153.181
LT
DATE
PROJECT
CURVE NO
ISSUE
2007-05-22
Waterway Cove
63-416-00-3010
1
1/1-LOAD 3/4-LOAD 1/2-LOAD
RATED
IMPELLER DIAMETER
POWER ..... 12 hp
187 mm
POWER FACTOR 0.79 0.72 0.60
STARTING
EFFICIENCY 87.0 % 87.5 % 86.0 %
CURRENT... 102 A
MOTOR # STATOR REV
MOTOR DATA
RATED CURRENT ... 16 A
RATED
1760
21-13-4AA 105YSER 111
COMMENTS
INLET/OUTLET
FREQ.
PHASES
VOLTAGE
POLES
4 8 inch
rpm
TOT.MOM.OF
60 Hz
3
460 V
4
INERTIA ... 0.055 kgm2
IMP. THROUGHLET
GEARTYPE RATIO
NO. OF
---
BLADES
--- ---
[hp] ��u W
o a
a
F u~
12
Q
a =
z Co
ry
O jc
Lu
10
1
O
8
U_
W
LL
J U_
J LU
� d
O d
DUTY -POINT FLOW[Usgpm] HEAD[ft] POWER [hp] EFF. [°A] NPSHre[ft] O
1 777 30.4 11.7 (10.2) 51.0 (58.3) 31.1
B.E.P. 1349 22.6 12.2 (10.7) 63.5 (72.7) 28.7
PS H re
IN Z
[ftj
NPSH
a=36
45
U_
F
45
Co
w
m
40
-
40
[-
EFF.
35
35
[%]
0 30
1
30
60
W
25
=
25
50
20
20
40
15
15
30
10
10
20
5
5
10
0
0
0 400 800, 1200 1600 2000 [USgpm]
FLOW
KIPP,Hrp o NPRI-110n + min nnpratinnal margin e .. , re
200

200
WATERWAY COVE
AREA 200 - STORMWATER PUMPING STATION
SYSTEM HEAD CURVE COMPUTATIONS
EQUIVALENT LENGTHS FOR FITTINGS
Quantity
Item Equivalent Loss Per Fitting
TOTAL
Force Main
0
90' BEND 32
0
6
45° BEND 16
96
4
22.5° BEND 16
64
Pump Station
1
90° BEND - Long Red. 20
20
1
90° BEND 32
32
0
45° BEND 16
0
0
22.5° BEND 16
0
1
GATE VALVE 13
13
1
SWING CHECK VALVE' 80
80
1
TEE -SIDE ENTRY 22
22
FITTINGS
327 FEET
LENGTH OF PIPE
DIP 1400 FEET
TOTAL EQUIVALENT LENGTH OF PIPE i � i FEET
STATIC HEAD CALCULATIONS
DISCHARGE ELEV 33 Pipe Outlet
LOW WW 8.5 Pumps Off
HIGH WW g o5
STATIC HEAD LOW WW
STATIC HEAD HIGH WW 22,
DESIGN FLOW
Peak Flow Design Flow
CFS GPM
1.8 807.84

HAZEN WILLIAMS HEAD LOSS CALCULATIONS - 8" Pipe
Friction Factor - C
140
Pipe ID - inches
8
Equivalent Length -
ft
Static Head - ft
24.5
Flow
Head Loss Per 100'
Head Loss
TDH
Velocity
GPM
ft per 100 ft
ft
ft
ftfs
0
0
0
24.5
0
25
0.001750091
0.0302241
24.5302241
0.156582031
50
0.006317835
0.109109
24.609109
0.313164063
75
0.013387185
0.2311967
24.7311967
0.469746094
100
0.022807402
0.3938838
24.8938838
0.626328125
125
0.034478881
0.5954503
25.0954503
0.782910156
150
0.048327778
0.8346207
25.3346207
0.939492188
175
0.064295752
1.1103876
25,6103876
1.096074219
200
0.082334787
1.4219218
25.9219218
1.25265625
225
0.102404217
1.7685208
26.2685208
1.409238281
250
0.12446886
2.1495772
26.6495772
1.565820313
275
0.148497781
2.5645567
27.0645567
1.722402344
300
0.174463419
3.0129833
27.5129833
1.878984375
325
0.202340957
3.4944283
27.9944283
2.035566406
350
0.232107853
4.0085026
28.5085026
2.192148438
375
0.263743475
4.5548498
29.0548498
2.348730469
400
0.297228822
5.1331418
29.6331418
2.5053125
425
0.332546296
5.7430745
30.2430745
2.661894531
450
0.36967952
6.3843653
30.8843653
2.818476563
475
0.40861319
7.0567498
31.5567498
2.975058594
500
0.449332947
7.75998
32.25998
3.131640625
525
0.491825278
8.4938226
32.9938226
3.288222656
550
0.536077423
9.2580571
33.7580571
3.444804688
575
0.582077302
10.052475
34.552475
3.601386719
600
0.629813451
10.876878
35.3768783
3.75796875
625
0.679274964
11.731079
36.2310786
3.914550781
050
0.730451445
12.614896
37.1148965
4.071132813
675
0.783332965
13.52816
38.0281603
4.227714844
700
0.837910025
14.470706
38.9707061
4.384296875
725
0.89417352
15.442377
39.9423767
4.540878906
750
0.952114712
16.443021
40.9430211
4.697460938
775
1.011725204
17.472494
41.9724943
4.854042969
800
1.072996912
18.530657
43.0306567
5.010625
825
1.135922047
19.617374
44.1173738
5.167207031
850.
1.200493095
20.732516
45.2325158
5.323789063
875
1.266702799
21.875957
46.3759573
5.480371094
900
1.334544143
23.047577
47.5475774
5.636953125
925
1.404010337
24.247259
48.7472585
5.793535156
950
1.475094804
25.474887
49.9748873
5.950117188
975
1.547791169
26.730353
51.2303535
6.106699219
1000
1.622093247
28.01355
52.5135504
6.26328125
808
1.092953427
18.875306
43.3753057
5.06073125 DESIGN POINT

zoo
HAZEN WILLIAMS HEAD LOSS CALCULATIONS - 10" Pipe
Friction Factor - C
140
Pipe ID - inches
10
Equivalent Length -
ft
Static Head - ft
24.6
Flow
Head Loss Per 100'
Head Loss
TDH
Velocity
GPM
ft per 100 ft
ft
ft
ftfs
0
0
0
24.5
0
25
0.000590942
0.0102056
24.5102056
0.1002125
50
0.002133303
0.0368421
24.5368421
'0.200425
75
0.004520366
0.0780667
24.5780667
0.3006375
100
0.007701231
0.1330603
24.6330003
0.40085
125
0.011642265
0.2010619
24.7010619
0.5010625
150
0.016318535
0.2818211
24.7818211
0.601275
175
0.021710339
0.3749376
24.8749376
0.7014875
200
0.027801466
0.4801313
24.9801313
0.8017
225
0.034578183
0.5971652
25.0971652
0.9019125
250
0.042028612
0.7258341
25.2258341
1.002125
275
0.050142305
0.8659576
25.3659576
1.1023375
300
0.068909958
1.017375
25.517375
1.20255
325
0.06832319
1.1799415
25.6799415
1.3027625
350
0.078374389
1.3535257
25.8535257
1.402975
375
0.089056589
1.5380073
26.0380073
1.5031875
400
0.100363374
1.7332755
26.2332755
1.6034
425
0.112288801
1.9392276
26.4392276
1.7036125
450
0.124827342
2,1557682
26.6557682
1.803825
475
0.137973828
2.382808
26.882808
1.9040375
500
0.15172341
2.6202633
27.1202633
2.00425
525
0.166071527
2.8680553
27.3680553
2.1044625
550
0.181013868
3.1261095
27.6261095
2.204675
575
0.196546356
3.3943556
27.8943556
2.3048875
600
0.212665119
3.6727266
28.1727266
2.4051
625
0.229366475
3.961159
28.461159
2.5053125
650
0.246646913
4.2595922
28.7595922
2.605525
675
0.264503081
4.5679682
29.0679682
2.7057375
700
0.282931771
4.8862317
29.3862317
2.80595
725
0.301929909
5.2143295
29.7143295
2.9061625
750
0.321494544
5.5522108
30.0522108
3,006375
775
0.341622842
5.8998265
30.3998265
3.1065875
800
0.362312071
6.2571295
30.7571295
3.2068
825
0.383559603
6.6240743
31.1240743
3.3070125
850
0.4053629
7.0006173
31.5006173
3.407225
875
0.427719511
7.386716
31.886716
3.5074375
900
0.450627068
7.7823295
32.2823295
3.60765
925
0.474083278
8.1874182
32.6874182
3.7078625
950
0.49808592
8.6019438
33.1019438
3.808075
975
0.522632841
9.0258692
33.5258692
3.9082875
1000
0.547721953
9.4591581
33.9591581
4.0085
808
0.369050661
6.3735049
30.8735049
3.238868 DESIGN POINT

cm
uo
o
co
0
0
PRODUCT
TYPE
lrx;
PERFORMANCE CURVE
NP3085.183
MT
DATE
PROJECT
CURVE NO
ISSUE
2007-05-22
Waterway Cove
63-463-00-3806
4
1/1-LOAD 3/4-LOAD 1/2-LOAD
RATED
IMPELLER DIAMETER
POWER ..... 2.2 hp
135 mm
POWER FACTOR 0.87 0.83 0.75
STARTING
EFFICIENCY 71.5 % 74.0 % 73.0 %
CURRENT ... 14 A
MOTOR # STATOR REV
MOTOR DATA -_ _ _-
RATED
CURRENT... 3.3 A
RATED
1670
15-07-4AL 12YSER 12
COMMENTS
INLET/OUTLET
FREQ.
PHASES
VOLTAGE
POLES
- / 3.0 inch
rpm
TOT.MOM.OF
60 Hz
3
460 V
4
INERTIA ... 0.017 kgm2
IMP. THROUGHLET
GEARTYPE RATIO
NO. OF
---
BLADES 2
---
ui
[hp]
ui
O a0.
a
2.4
H LL
�
¢
a =
�
o�
Uj 2.0
3.
1.6
w
,L:
J LL
Q w
IL
O a
DUTY -POINT FLOW[U8gpm] HEAD[ft] POWER [hp] EFF. [%] NPSHre[ft] 0 k
1 296 14.1 2.61 (2.01) 41.4 (53.3) 13.7
B.E.P. 333 12.8 2.60 (2.02) 41.6 (53.6) 13.4
N PS H re
[ftl Z
[ft]EL
LL
LL
w
r
25
w
00
25
r-
EFF.
20
[%]
20
a
w
15
2
15
30
1
10
10
20
6-1 1
'
5
10
0
0
0 100 200 300 400 500 [USgpm]
FLOW
AIPCI-Ir= = KIPAWAO + min nnaratinnnI mnrnin I . .. , "
.3G6

Sod
WATERWAY COVE
AREA 300 - STORMWATER PUMPING STATION
SYSTEM HEAD CURVE COMPUTATIONS
EQUIVALENT LENGTHS FOR FITTINGS
Quantity
Item Equivalent Loss Per Fitting
TOTAL
Force Main
0
90° BEND 32
0
1
45' BEND 16
16
3
22.5° BEND 16
48
Pump Station
1
90° BEND - Long Rad. 20
20
1
90° BEND 32
32
0
45' BEND 16
0
0
22.5° BEND 16
0
1
GATE VALVE 13
13
1
SWING CHECK VALVE 80
80
1
TEE -SIDE ENTRY 22
22
FITTINGS
231 FEET
LENGTH OF PIPE
DIP 415 FEET
TOTAL EQUIVALENT LENGTH OF PIPEFEET
STATIC HEAD CALCULATIONS
DISCHARGE ELEV 17.2 Pipe Outlet
LOW WW 7.5 Pumps Off
HIGH WW 9.5
STATIC HEAD LOW WW R1
STATIC HEAD HIGH WW 7.7
DESIGN FLOW
Peak Flow Design Flow
CFS GPM
0.7 314.16

Sao
HAZEN WILLIAMS HEAD LOSS CALCULATIONS - 4" Pipe
Friction Factor - C
140
Pipe ID - inches
4
Equivalent Length -
ft
. W , . .1. . .
Static Head - ft
9.7
Flow
Head Loss Per 100'
Head Loss
TDH
Velocity
GPM
ft per 100 ft
ft
ft
ft/s
0
0
0
9.7
0
25
0.05101785
0.3295753
10.0295753
0.626328125
50
0.184174588
1.1897678
10.8897678
1.25265625
75
0.390257016
2.5210603
12.2210603
1.878984375
100
0.6648708
4.2950654
13.9950654
2.5053,25
125
1.005112338
6.4930257
16.1930257
3.131640625
150
1.408828965
9.1010351
18.8010351
3.75796875
175
1.874319943
12.108107
21.8081068
4.384296875
200
2.400185524
15.505198
25.2051985
5.010625
225
2.985240216
19.284652
28.9846518
5.636953125
250
3.628458465
23.439842
33.1398417
6.26328125
275
4.328938431
27.964942
37.6649423
6.889609375
300
5.085876661
32.854763
42.5547632
7.5159375
325
5.898549721
38,104631
47.8046312
8.142265625
350
6.766300449
43.710301
53.4103009
8.76859375
375
7.688527426
49.667887
59.3678872
9.394921875
400
8.664676724
55.973812
65.6738116
10.02125
425
9.694235339
62.62476
72.3247603
10.64757813
450
10.77672587
69.617649
79.3176491
11.27390625
475
11.91170214
76.949596
86.6495958
11.90023438
500
13.09874562
84.617897
94,3178967
12.5265625
525
14.33746233
92.620007
102.320007
13.15289063
550
15.62748033
100.95352
110.653523
13.77921875
575
16.96844747
109.61617
119.316171
14.40554688
600
18.36002955
118.60579
128.305791
15.031875
625
19.80190863
127.92033
137.62033
15.65820313
650
21.29378166
137.55783
147.25783
16.28453125
675
22.83535919
147.51642
157.21642
16.91086938
700
24.42636431
157.79431
167.494313
17.5371875
725
26.06653161
168.38979
178.089794
18.16351563
750
27.75560638
179.30122
189.001217
18.78984375
775
29.49334378
190.527
200.227001
19.41617188
800
31.27950819
202.06562
211.765623
20.0425
825
33,11387254
213.91562
223.615617
20.66882813
850
34.99621778
226.07557
235.775567
21.29515625
875
36.92633236
238.54411
248.244107
21.92148438
900
38.90401173
251.31992
261.019916
22.5478125
925
40.92905798,
264.40171
274.101715
23.17414063
950
43.00127939
277.78826
287.488265
23.80046875
975
45.1204901
291.47837
301.178366
24.42679688
1000
47.2865098
305.47085
315.170853
25.053125
315
5.566835725
35.961759
45.6617588
7.891734375 DESIGN POINT

300
HAZEN WILLIAMS HEAD LOSS CALCULATIONS - 6" Pipe
Friction Factor - C 140
Pipe ID- inches 6
Equivalent Length - ft
Static Head - ft 9: -
Flow Head
Loss Per 100'
Head Loss
TDH
Velocity
GPM ft
per 100 ft
ft
ft
ft/s
0
.0
0
9.7
0
25
0.007094963
0.0458335
9.74583346
0.278368056
50
0.025612837
0.1654589
9.86545893
0.556736111
75
0.054272359
0.3505994
10.0505994
0.835104167
106
0.092462416
0.5973072
10.2973072
1.113472222
125
0.139779211
0.9029737
10.6029737
1.391840278
150
0.195923374
1.265665
10.965665
1.670208333
175
0.260658388
1.6838532
11.3838532
1.948576389
200
0.333789592
2.1562808
11.8562808
2.226944444
225
0.415152123
2.6818827
12.3818827
2.6053125
250
0.504603357
3.2597377
12.9597377
2.783680556
275
0.602017877
3.8890355
13.5890355
3.062048611
300
0.70728395
4.5690543
14.2690543
3.340416667
325
0.820300967
5.2991442
14.9991442
3.618784722
350
0.94097754
6.0787149
15.7787149
3.897152778
375
1.069230028
6.907226
16.607226
4.175520833
400
1.2049814
7.7841798
17.4841798
4.453888889
425
1,348160311
8.7091156
18.4091156
4.732256944
450
1.49870037
9.6816044
19.3816044
5.010625
475
1.656539531
10.701245
20.4012454
5.288993056
500
1.821619586
11.767663
21.4676625
5.567361111
525
1.993885748
12.880502
22.5805019
5.845729167
550
2.173286289
14.039.429
23.7394294
6.124097222
575
2.359772238
15.244129
24.9441287
6.402465278
600
2.553297117
16.494299
26,1942994
6.680833333
625
2.753816712
17.789656
27.489656
6.959201389
650
2.961288879
19.129926
28.8299262
7.237569444
675
3.175673364
20.51485
30.2148499
7.5159375
700
3.396931656
21.944178
31.6441785
7.794305556
726
3.625026847
23.417673
33.1176734
8.072673611
750
3.859923513
24.935106
34.6351059
8.351041667
775
4.101587607
26.496256
36.1962559
8.629409722
800
4.349986359
28.100912
37.8009119
8.907777778
825
4.605088193
29.74887
39.4488697
9.186145833
850
4.866862645
31.439933
41.1399327
9.464513889
875
5.135280295
33.173911
42.8739107
9.742881944
900
5.410312698
34.95062
44.65062
10.02125
925
5.691932329
36.769883
46.4698828
10.29961806
950
5.980112527
38.631527
48.3315269
10.57798611
975
6.274827445
40.535385
50.2353853
10.85635417
1000
6.576052006
42.48,1296
52.181296
11.13472222
315
0.774170084
5.0011387
14.7011387
3.5074375 DESIGN POINT

13.0
UNDERGROUND INFILTRATION TRENCH SIZING

Engineering,
Landscape Architecture
and Environmental Science
OVA' MILONE & MACBROOW
5511 Capital Center Drive, Suite 106
Raleigh, North Carolina 27606
[phone] Fax [phone]
JOB ":' (Akl 7 *Inv( 6M??Tz-
SHEET NO. OF
CALCULATED BY
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MILONE & MACBROOM°
5511 Capital Center Drive, Suite 106
Raleigh, North Carolina 27606
[phone] raX(YlY)tfS4-437s
UNDISTURBED
EARTH
6" ABOVE PIPE CROWN
JOB 1704 t -3 9 CJrErzs: Corn
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
H
(MIN. COVER TO PAVEMENT)
FINAL
BACKFILL
GEOTEXTILE FILTER FABRIC (TOP & SIDES)
CLEAN WASHED # GRANITE STONE BEDDING
OR APPROVED EQUAL (MIMIMUM 40 % VOID RATIO)
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Engineering,
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MILONE & MACSROOM®
5511 Capital Center Drive, Suite 106
Raleigh, North Carolina 27606
[phone] Fax[phone]
JOB CL L I—�p(GIIOU C.lhrlr.
SHEET NO. OF
CALCULATED BY
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Engineering,
Landscape Architecture
and Environmental Science
MILONE & MACBROOW
5511 Capital Center Drive, Suite 106
Raleigh, North Carolina 27606
[phone] Fax [phone]
JOB X `7 l m &nx-
SHEET NO.
CALCULATED BY
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DATE

Engineering,
Landscape Architecture
and Environmental Science
MILONE & MACBROOM®
5511 Capital Center Drive, Suite 106
Raleigh, North Carolina 27606
[phone] Fax[phone]
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_-_ -June 21, 2007
Kyle Corkum, Manager
Waterboro Village, LLC
5511 Captial Center Drive, Suite 105
Raleigh, NC 27606
Subject: Request for Additional Information
Stormwater Project No. SW8 070544
Waterway Cove
Brunswick County
Dear Mr. Corkum:
Michael F. Easley, Governor
William G. Ross..lr.,.Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Waterway Cove on May 29,2007. A second review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater
review:
1. All plan sheets must have a P.E. seal not just the cover, please correct.
2. Infiltration trenches INF-100, 200, 300 and trenches Type A,B,and C are
undersized. It appears from the calculations provided that only the built -upon
area was used to determine the runoff. Schuler's method or a more conservative
method must be used to determine stormwater runoff, please correct.
3. No calculations were provided for trench types A, B, C, D, and E, please provide
calculations.
4. On the application please break out the single family lots and townhomes that will
be treated on the individual lots into one separate drainage area for reporting
purposes.
Because the application has significant permitting issues/deficiencies, a resubmittal fee
of $2,000 will be required in order for this project to remain in the express program.
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 June 28, 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.
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. The
request must indicate the date by which you expect to submit the required information.
Nti a Carolina
Natutally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwaterguality.org Location. N. 512 Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycledl10% Post Consumer Paper

Kyle Corkum, Manager
June 12, 2007
Stormwater Application No. SW8070544
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].
Sincerely,
Chris Baker
"Environmental Engineer II
ENB/csb: S:IWQSISTORMWATERIADDINFO120071070544.jun07
cc: Reuben Jones, Milone and Macbroom, Inc.
File
Page 2 of 2

Engineering,
Landscape Architecture
and Environmental Science
MILONE & MACBROOM
TO NC DEIVR, Wilmington Regional Office
Division of Water Quality
LETTER OF TRANSMITTAL
Date: 06/15/2007 1 Job No. 2041-38
Attention: Chris Baker
RE: Waterway Cove
Stormwater Management Permit Application
Revisions
WE ARE SENDING YOU [] Attached Under separate cover via UPS the following items:
[ ] Shop Drawings
[ ] Copy of Letter
[ ] Prints El Plans [ ] Samples [ ] Specifications
[ ] Change Order [ ]
Copies
Date
No.
Description
2
05125/07
-
Title Sheet for Waterway Cove Stormwater Management Plan Set
24x36",Sealed 5-25-2007
2
05/21/07
EX-1
Existing Conditions — 2406"
2
05/23/07
DWQ-1
Overall Stormwater Management Plan — 2406"
2
05/23/07
DWQ-2
Drainage Areas and Built Upon Areas sheet 1 — 24x36"
2
05/23/07
DW -3
Drainage Areas and Built Upon Areas sheet 2 — 2406"
2
05/23/07
DWQ-4
Layout and Road Stationing sheet 1 — 2406"
2
05/23/07
DWQ-5
Layout and Road Stationing sheet 2 — 2406"
2
05/23/07
UT-1
Stormwater Collection, Infiltration, and Bypass System sheet 1 — 2406"
2
05/23/07
UT-2
Stormwater Collection, Infiltration, and Bypass System sheet 2 — 2406"
2
05/23/07
SEC-1
Infiltration Sections sheet 1 — 2406"
2
05/23/07
Infiltration Sections sheet 2 — 24x36"
2
05/23/07
Infiltration Sections — 24x36"
2
05/23/07
RSEC-2
Details sheet 1 — 24x36"
2
05/23/07
Details sheet 2 — 24x36"
2
05/23/07
Stormwater Pump Station Typical Plans and Section — 2406"
1
06/15/2007
-
Stormwater Management Permit Application Report Section 2.0, Sealed
6-15-2007
1
05/23/07
-
Stormwater Management Permit Application Report Cover Sheet, Sealed
5-23-2007
1
06/15/2007
-
Stormwater Management Permit Application Comment Response Letter
THESE ARE TRANSMITTED as checked below:
[ ] For approval [ ] Approved as submitted [ ] Resubmit copies for approval
[ ] For your use [ ] Approved as noted [ ] Submit copies for distribution
[ ] As requested [ ] Returned for corrections [ ] Return ie1 31T D
[x] For review and comment J U N 1 8 7 n n 7
[ ] FOR BIDS DUE [ ] PRINTS RETURNEDLMtR r (1AN Tn 1TS
REMARKS: Please find enclosed documents in response to your request for more information. The only revision
to the plan set was the addition of the engineer's seal on the cover sheet. Thank you for your
consideiatiori of this material. Please call with any questions, [phone].
COPY TO: File
SIGNED: �
Reuben S. ifnes III
If enclosures are not as noted, kindly notify us at once.
Milone & MacBroom, Inc., 5511 Capital Center Drive, Suite 106, Raleigh, North Carolina 27606, Tel.[phone], Fax. [phone]
G:\sdskproj\2041-38\Correspondence\Transmittals\2007 06 15 DENR DWQ SUBMISSION REV.doc

Engineering,
Landscape Architecture
and Environmental Science
�0 MILONE & MACBROOMm
June 15, 2007
Mr. Chris Baker
N.C. Department of Environment and Natural Resources
Water Quality Section
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Waterway Cove
Dear Mr. Baker,
We received a copy of your review comments addressed to Mr. Kyle Corkum of
Waterboro Village, LLC, dated June 12, 2007, concerning the above referenced
project located on NC Highway 179/904 at SR 1232 within the Shallotte
Township. We offer the following responses to each of your requirements and
concerns:
1. Plans and calculations must have a P.E. seal, please correct.
Response:
Enclosed are sealed plans and the seal for the calculations.
2. The infiltration trench supplements Type "A, B, and C" call for a drainage area
of 200 or 100. The trench data tables provided with the supplements must include
the proper drainage area to be treated (probably the lot area) and the allowable
built upon area per lot.
Response:
The infiltration trench supplement tables were updated to include the
drainage area and built upon area for each lot.
3. The trench data tables for Type "A, B, and C" show the # sign in the drainage
area column. The drainage area must be reported in square feet, please correct.
Response:
The infiltration trench data tables were revised to show the drainage area in
square feet.
Thank you for the opportunity to provide the referenced revisions. Please contact us if
additional information or clarification is needed to complete the review.
Milone & MacBroom, Inc., 5511 Capital Center Drive, Suite 106, Raleigh, North Carolina 27606 [phone] Fax [phone]

Very truly yours,
Milone & MacBroom, Inc.
4e—uLb`enS.ones, II ,APE-^"R7
Branch Office Manager
Enclosures
��� MILONE & MACBROOM

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
June 12, 2007
Kyle Corkum, Manager
Waterboro Village, LLC
5511 Captial Center Drive, Suite 105
Raleigh, NC 27606
Subject: Request for Additional Information
Stormwater Project No. SW8 070544
Waterway Cove
Brunswick County
Dear Mr. Corkum:
The Wilmington Regional Office received a Stormwater Management Permit Application for Waterway Cove on
May 29,2007. A preliminary review of that information has determined that the application is not complete. The
following information is needed to continue the stormwater review:
Plans and calculations must have a P.E. seal, please correct.
2. The infiltration trench supplements Type "A,B,and C" call for a drainage area of 200 or 100. The
trench data tables provided with the supplements must include the proper drainage area to be
treated (probably the lot area) and the allowable built upon area per lot.
3. The trench data tables for Type"A,B,and C" show the # sign in the drainage area column. The
drainage area must be reported in square feet, please correct.
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 June 19, 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.
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. The 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].
Sincerely,
Chris Baker
Environmental Engineer II
ENB/csb: S:IWQSISTORMWATERIADDINF0120071070544.jun07 None pithCarolina
cc: Reuben Jones, Milone and Macbroom, Inc. Naturally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 21699-1617 Phone [phone] Customer Service
Internet: www.ncwaternualiiy.org Location: N. 512 Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal OpportunitylAffirmative Action Employer— 50% Recycled110% Post Consumer Paper

iNFit i KATION SITE VISIT REQLUE
Name of the Project: Py ca i- 1'
Location (attach a clear vicinity map
Directions from the nearest major ilr
MAW 61, WCL.--f A.-;
Owner/Applicant Name: �.
herd (/(•llR� ¢�
Street address, SR number, community, etc.
�cfion:
s e =ti G U P—o n . r. C
Consultant Name:v �..� _ ; %✓c t �� �, s
Consultant Contact Information: -' S/ S"2 —o e r)
Phoge, fa}C, email, etc. t " —
#1 #2 #3 94 #5 #I
i
Existing ground elev. @basin/trenchi
SHWT elev.=
SHWT plus 2' (max. bottom elev.)=
I
Date/Time of Soils Investigation : / 0 7 S. •
Summarv/Comments:
%ti0
AS,
All proposed infiltration areas and existing, dative utility lines located within the proposed basin/trench
must.be marked and flagged. If these areas ire not flagged, the Soils Scientist reserves the right to
decline to do the investigation. If the proposed infiltration system will be located in an area of existing
pavement and there is no open area nearby, bquipment capable of breaking through the impervious
.Ja er.must.bc Provided. The soils investi atiuh does not take the l2lace of a soils rep ort prepared b
an appropriate professional. The Soils Scient;st will only verify the soil conditions that are reported in
the Soils Report, and make a determination as to the suitability of the site to meet the infiltration
design requirements under NCAC 2H.10010, and assumes no liability should the system fail.
i
I I
a- d 0900asir0 T s ou i dnojq -4uaws2eueW puel
e9*:s0 GO IT petal

Jun 12 07 09:20a Land Management Group Inc 9104520060 p.2
ALMG
LAND MANAGEMENT GROUP INC.
Environmental Consultants
June 12, 2007
Troy Ni De%ven
L mdquest Development
5511 Capital Center Dr.
Suits 105
Raleigh, NC 27606
Reference: Stormwater infiltration study for the proposed Waterboro Development near Ocean
Me, NC.
Dear Mr. DeHaven:
On Wednesday June 6, 2007, Land Manageament Group, Inc. had the pleasure of
evaluating the proposed stormwater infiltration areas at the proposed Waterboro
development site. The purpose of the evaluation was to describe the soil profile, quantify
the depth to the seasonal high water table, using 5 foot soil auger borings, and to inform
the project engineer of any potential limitations of this project. Actual hydraulic
conductivity measurements were not taken. Therefore, my report will focus on suggested
infiltration rates from the NC DENR DWQ representative.
The soils at this site are mapped as Kureb and Wando soil series soils in the Soil
Survey of Brunswick County (USDA,1986). Actual soil borings confirm the soil to be
Wando Series in borings 15, 16, 21-30, and 32, Blanton Soil Series in boring 34 and a
Leon soil series in boring 21 shown in Appendix A, the locations of the borings are
shown in Appendix C. Borings 21 where unsuitable for stormwater infiltration, therefore
my report will focus on the other suitable borings. The soil can best be described as deep
sands that formed in a series of depositional events. It is expected that these soils will
have high infiltration rate in excess of 4-10 in/hr. The seasonal high water table is
normally evident by observation of redoximorphic features suggesting past conditions of
saturation and reduction. There is evidence of redoximarphic features as shallow as 24"
within one of the test borings of the proposed infiltration areas. 7n t ear borings -
within the infiltration areas, the seasonal high water table was from 24" to 50" across the
proposed test areas (see complete boring notes in Appendix A). No physical water levels
were recorded on February 86. All recorded depths are from the existing surface as noted
in the boring notes. The official published description and physical and chemical data for
the Wando soil series are shown in Appendix B for comparison.
www.lmgroup.net • in€o6imgroup. net • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NO 28403 • P.O. Box 2522, Wilmington, NO 28402

Jun 12 07 09:20a Land Management Group Inc 9104520060 p.3
In summary, LMG has performed site specific evaluation within the stormwater
zn—filtration are~. This area has sail's that have a, seasons; high water: tale t1&4- are 24
inches in boring 16 the other areas that have seasonal high water tables from 27 inches in
borings 23 and 30, to 50 inches in borings 15 and 32 from the soil surface and an
infiltration rate of up to 10 inches per hour. All notes for installation and limitations to
proposed basin areas are mentioned in Appendix A, as per NC DENR representative.
Please do not hesitate to contact me if you have any questions with this report. I may be
reached at 910452-0001, 910-471-0505 or at nhowe11Cu71msroup.net .
Sincerely,
Nick Howell
Environmental Scientist
CC: Ruben Jones

Jun 12 07 09:20a Land Management Group I-nc 9104520060 p.4
Appendix A
Soil Boring Notes and Design Criteria

Jun 12 07 09:22a Land Management Group Inc 9104520060
p. 15
Waterboro Tract
Stormwater Evaluation
Test Area Map
f
Origional Mapped Line
---. Newly Edited Line
Q Test Location
Lwo Oak Ava. 40' R\x
Ali
**Map Provided 6y Others**
**Map Not To Scale**

Jun 12 07 09:20a Land Management Group Inc 9104520060 p.5
Soil Boring Notes
GPS Test
Locations
6/6/2007
*Seasonal
High
Water Table:
*Infiltration
Rate in/hr:
Notes as stated by Vincent Lewis:
15
W1
8 to 10
16
24"
6 to 8
21
Unsuitable
NA
22
40"
6 to 8
23
2T'
6 to 8
30
2T'
6 to 8
32
W4
8 to 10
34
30"
4 or
6 to 8
Infiltration rate will be 4 in/hr if the trench
bottoms are installed any deeper than 1
foot from the natural surface due to a
coarse loamy layer that forms Q -24"
* Values for rates and water table depth as stated by Vincent Lewis

Engine ft
Landscape Awhitemm
andEnvinmmental Science
O* MILONE &MACBROOM
TO NC DENR, Wilmington Regional Office
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
LETTER OF TRANSMITTAL
Date: 05/25/07 Job No. 2041-38
Attention: Chris Baker
RE: Waterway Cove
Title Sheet for Stormwater Management
Plan Set
WE ARE SENDING YOU Q Attached [ ] Under separate cover via UPS the following items:
[ ] Shop Drawings 0 Prints [ ] Plans . [ ] Samples [ ] Specifications
[ ] Copy of Letter [ ] Change Order [ ]
Copies Date No. Description
2 05/23/07 - Title Sheet for Waterway Cove Stormwater Management Plan
Set 24x36"
THESE ARE TRANSMITTED as checked below:
[ ] For approval [ ] Approved as submitted [ ] Resubmit copies for approval
[ ] For your use [ ] Approved as noted [ ] Submit copies for distribution
[ ] As requested [ ] Returned for corrections [ ] Return corrected prints
[ J For review and comment [x] For use with Stormwater Management Plan Set / Permit Application,
delivered Friday 5/25/07
[ ] FOR BIDS DUE [ ] PRINTS RETURNED AFTER LOAN TO US
REMARKS: Please find enclosed sealed, signed, and dated title sheets for stormwater management plan set as
described above. Thank you for your consideration of this material. Please call with any questions,
(919) 8544373.
COPY TO: File
Troy Dehaven — LQ
SIGNED: s.
Reuben S. Jones III
if enclosures are not as noted, kindly notify us at once.
Milone & MacBroom, Inc., 5511 Capital Center Drive, Suite 106, Raleigh, North Carolina 27606, Tel.(919)
G:\sddMiro \2041-38\Correspondence\Transmittals\2007 05 25 DENR DWQ title sheet-rev.doc
MAY 2 9 2007
Fax. [phone]

Engineering,
Landscape Archit ,awe
and Emlronmmwl Science
MILONE & MACBROOM
r
7BY:
Y 2 5 `'001
-- R OF TRANSMITTAL
'TO NC DENR, Wilmington Regional Office
Division of Water Quality
Date: 05/25/07 1 Job No. 2041-38
Attention: Chris Baker
RE: Waterway Cove
Stormwater Management Permit Application
WE ARE SENDING YOU [] Attached Under separate cover via UPS the following items:
[ ] Shop Drawings [ ] Prints 0 Plans [ ] Samples [ ] Specifications
[ ] Copy of Letter [ ] Change Order [ ]
Copies
Date
No.
Description
2
05/23/07
-
Title Sheet for Waterway Cove Stormwater Management Plan Set 24x36"
2
05/21/07
EX-1
Existing Conditions — 24x36"
2
05/23/07
DW -1
Overall Stormwater Management Plan — 2406"
—Drainage
2
05/23/07
DW -2
Areas and Built Upon Areas sheet 1 — 24x36"
2
05/23/07
DWQ-3
Drainage Areas and Built Upon Areas sheet 2 — 2406"
2
05/23/07
DWQ-4
Layout and Road Stationingsheet 1 — 24x36"
2
05/23/07
DWQ-5
Layout and Road Stationingsheet 2 — 24x36"
2
05/23/07
UT-1
Stormwater Collection Infiltration, and Bypass S stem sheet A2406"
2
05/23/07
UT-2
Stormwater Collection, Infiltration, and Bypass S stem sheet
2
05/23/07
SEC-1
Infiltration Sections sheet 1 — 2406"
2
05/23/07
SEC-2
_
Infiltration Sections (sheet 2) —24x36"
2
05/23/07
SEC-3
Infiltration Sections — 2406"
2
05/23/07
SD-1
Details Csheet 1 — 2406"
2
05/23/07
SD-2
Details sheet 2 — 2406"
2
05/23/07
PS-1
Stormwater Pump Station Typical Plans and Section — 24x36"
1
05/23/07
-
Waterwa Cove Stormwater management Permit A lication and RAort
1
05/24/07
1022
Check to NC DENR for $4000.00 for express permitting
THESE ARE TRANSMITTED as checked below:
[ ] For approval [ ] Approved as submitted [ ] Resubmit copies for approval
[ ] For your use [ ] Approved as noted [ ] Submit copies for distribution
[ ] As requested [ ] Returned for corrections [ ] Return corrected prints
[x] For review and comment
[ ] FOR BIDS DUE [ ] PRINTS RETURNED AFTER LOAN TO US
REMARKS: Please find enclosed documents for application for a stormwater management permit as described
above. Thank you for your consideration of this material. Please call with any questions, (919)
854-4373.
COPY TO: File
Troy Dehaven — LQ
SIGNED: 1L, '�'
Reuben S. Jones I
If enclosures are not as noted, kindly notify us at once.
Milone & MacBroom, Inc., 5511 Capital Center Drive, Suite 106, Raleigh, North Carolina 27606, Tel.[phone], Fax. [phone]
G:lsdskproj12041-331CorrespondencelTransmitmis12007 05 25 DENR DWQ SUBMISSION.doc

Engineering,
Landscape Architecture
and Environmental Science
��� MILONE & MACBROOM®
May 22, 2007
Mr. Chris Baker
N.C. Department of Environment and Natural Resources
Water Quality Section
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: Stormwater Permit Application
Waterway Cove Subdivision
Brunswick County, North Carolina
MMI No. 2041-38
Dear Mr. Baker:
On March 22nd we met with yourself and Cameron Weaver of your office for a pre -
application meeting. It was determined that the proposed project was eligible for the
express review program. We appreciate your input at that time and following.
We have developed a plan which is fundamentally consistent with the approach described
at pre -application meeting. We trust the system described herein is consistent with the
applicable regulations. If clarification or additional information is needed, please do not
hesitate to contact us.
Very truly yours,
MILONE & MACBROOM, INC.
Reuben S. Jones III, P.E.
Branch Office Manager
Milone & MacBroom, Inc., 5511 Capital Center Drive, Suite 106, Raleigh, North Carolina 27606 [phone] Fax [phone]

INFILTRATION SITE VISIT REQUEST '
S
Name of the Pro.iect 'T�0.�o',�o�1
Location (attach a clear vicinity map): 'Se. `
Street address, SR number, community, etc.
Directions from the nearest major intersection: �i �N; Y-, ;,\
Owner/Applicant Name:
Consultant Name:
Consultant Contact Information:11) ci - 14 ) N • `Vj `-) ) cam-- b Coo
Phone, fax, email, etc. —t �: s 11 ice-. + 5 �;,) r,•� �cto.� () • ���
#1 #2 #3 #4 #5 46 #7 48
Existing ground elev. @basin/trench=
SHWT elev.=
SHWT plus 2' (max. bottom elev.)=
Date/Time of Soils Investigation : 2%FJL�/� $ ; 3 t)
Summary/Comments:
All proposed infiltration areas and existing, active utility lines located within the proposed basin/trench
must be marked and flagged. If these areas are not flagged, the Soils Scientist reserves the right to
decline to do the investigation. If the proposed infiltration system will be located in an area of existing
pavement and there is no open area nearby, equipment capable of breaking through the impervious
.Jayer must be provided. The soils investigation does not take the place of a soils report prepared by
an appropriate professional. The Soils Scientist will only verify the soil conditions that are reported in
the Soils Report, and make a determination as to the suitability of the site to meet the infiltration
design requirements under NCAC 2H.1000, and assumes no liability should the system fail.
�}� rlj<--3, ' C—S)C,OQ�

'1300ridari'.-s are approximate and are"'
not rnevnt to be absolute. S UP
Map Source: North Carolina Atlas & Gazetteer. Pg MML 2003
Troy M. DeHaven
Waterboro 49.01 Acres LM G
f .�4 NT LAND NWAGIUNIEGROUP i,-
Brunswick County, NC Eovi'opmenrul Conwitonri
30-07-032 w January 2007
N
SCALE 1" = 1 Mile
Figure I
Vicinity Map

i 11
t f z
• I � � 5 r ' •may (c, � 1 .'� � �>ti•' f 1!•-
t
- (f1,511rd'>ni _ �, �/ , `, '� �, + _,—:- , i w.XG•.-..��j f � "1` .� -'^+.,79\, t
_ __._-...� • i ti, � i ,�: as " . • 4 s lY i
r
•1 tI % #( j
-.
f l Is
1', c7C4 �a - • R -- � I � 1 l
*Bounder;es 4."e app;o;'rm•nate and area " SFE
not rtie?nt to be L b,3oluie.
Map Source: Shallotte Quadrangle 7.5 minute (topographic) 1990.
Troy M. DeHaven LIG
Waterborc 49.01 Acres
Brunswick County NC LAN DALANAGIMGIVTGAUUP ..:
1 [Il Vlrr111111 F11rOf Coll.s UffJ lift/
30-07-032 January 2007
N
W+E
S
SCALE V = 2000`
Figure 2
USGS Topgraphic Map