SW8971223_HISTORICAL FILE_19980602

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 �j� 223
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
m HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
0lv 0 2
YYYYMMDD

State.2fNorth Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
Mr. Ken Kirkman, Chief Operating Officer
Bald Head Island Limited
PO Box 3069
Bald Head Island, NC 28461
Dear Mr. Kirkman:
! O."FA
IV
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
June 2, 1998
Subject: Permit No. SW8 971223
Harbour Village Eastern Basin Lots
High Density Subdivision Stormwater Project
Brunswick County
The Wilmington Regional Office received the Stormwater Management Permit Application for Harbour Village Eastern Basin
Lots on December 15, 1997, with final information on June 1, 1998. Staff review of the plans and specifications has determined
that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 971223, dated June 2, 1998, for the construction of the project, Harbour Village Eastern Basin
Lots.
This permit shall be effective from the date of issuance until June 2, 2008, 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 Linda Lewis, or me at (910)
395-3900.
Sincerely,
Rick Shiver, P.G.
Acting Regional Water Quality Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\971223.JUN
cc: John Klein, P.E.
Delaney Aycock, Brunswick County Inspections
Ed Brooks, DCM
John Parker, DCM
Linda Lewis
W i lmingtod R"epional:Offi ce
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

State Stormwater Management Systems
Permit No. SW8 971223
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
Bald Head Island Limited
Harbour Village Eastern Basin Lots
Brunswick County
FOR THE
construction, operation and maintenance of a detention pond, and 25% low density 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 June 2, 2008 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit, the Project Data Sheet. The low density portion is permitted for 31 single family lots, each
allowed a maximum built -upon area equivalent to the building envelope (see Summary of Built -Upon
Assessments Attachment A). Runoff from the high density area will be treated in a detention pond, sized
to handle 186,701 square feet of built -upon area.
203, 485
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
2

State Stormwater Management Systems
Permit No. S W 8 971223
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Total Impervious Surfaces, ft2:
Portions of 31 lots
Roads/Parking, ft2
Building & Sidewalk, ft2
Future, ft2
Offsite Area entering Pond, ft2:
Required Surface Area, ft2:
Provided Surface Area, ft2:
Required Storage Volume, ft':
Provided Storage Volume, W:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Harbour Village Eastern Basin Lots
971223
Brunswick County
Mr. Ken Kirkman, Chief Operating Officer
Bald Head Island Limited
PO Box 3069
Bald Head Island, NC 28461
December 15, 1997
Bald Head Marina
"SC"
n/a
7.5
3.6
186,701 -zo3) sq1�D
55,557 (See Attachment A)
57,128
26,016
48,000
none, per Engineer
6,020
6,144
15,210
17,364
5.95
1.75"$ pipe
3

State Stormwater Management Systems
Permit No. SW8 971223
4. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature (such as swales) shown
on the approved plans as part of the stormwater management system without submitting a revision to the
permit and receiving approval from the Division.
5. The permittee is responsible for verifying that the proposed built -upon area does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon area limit is transferred
to the individual property owner.
6. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification to
the permit.
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.
8. Twenty-seven (27) of the 31 lots contribute built -upon area to the low density area. Total lot BUA
contributing to low density is 29,230 square feet. See Attachment B for BUA per lot limits.
H. SCHEDULE OF COMPLIANCE
The permittee will comply with the following schedule for construction and maintenance of the stormwater
management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational
for its intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be
repaired immediately.
2. The permittee grants permission to DENR Staff to enter the property for the purposes of inspecting the
project for compliance with the conditions of this permit.
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.
0

State Stormwater Management Systems
Permit No. SW8 971223
4. Decorative spray fountains will not be allowed in the pond.
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 side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet 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.
The maximum built -upon area per lot is taken as the building envelope (see Summary of Built -Upon
Assessments Attachment), inclusive of that portion of the right-of-way between the lot line and the edge of
pavement, structures, asphalt, concrete, gravel, walkways or patios of brick, stone, or slate, but not including
open wood decking, or the water surface of swimming pools. The building envelope is based on current
Bald Head Island lot setback lines. Bald Head Island Limited is responsible for conveying this information
to the lot buyer prior to the sale of any lot.
8. The covenants pertaining to stormwater regulations may not be changed or deleted without concurrence of
the State.
9. Lots within CAMA's Area of Environmental Concern may be subject to a reduction in their allowable built -
upon area due to CAMA regulations.
10. All runoff from the high density portion of the project must drain into the permitted system.
11. 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.
12. Prior to transfer of ownership, the pond must be inspected by DWQ personnel, and determined to be in
compliance with all permit conditions. Records of maintenance activities will be required.
13. 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.
5

State Stormwater Management Systems
Permit No SW897122
III. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a "Name/Ownership Change Form" must be submitted to the Division
of Water Quality accompanied by appropriate documentation from the parties involved, such as a copy of
the deed of trust. Other supporting materials, such as a signed Operation and Maintenance plan in the case
of engineered systems, will also be required. The project must be in good standing with DWQ. The approval
of this request will be considered on its merits and may or may not be approved.
2. 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)
which have 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 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.
6. Permittee grants permission to staff of the DWQ to access the property for the purposes of inspecting the
stormwater facilities during normal business hours.
Permit issued this the 2nd day of June, 1998.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
�8y A. Preston Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 971223

State Stormwater Management Systems
Permit No SW8971223
Harbour Village Eastern Basin Lots Detention Pond
Stormwater Permit No. S W8 971223
Brunswick County
Engineer's Certification
1, as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the 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.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
7

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):
1.7A\D NEAD ISL4W> L-�M�TED
2. Print Owner/Signing Official's name and title (the person who is legally responsible for the facility and
its compliance):
KEN %C\R�CMAN - GRIEF OPERATING OFFICER
3. Mailing Address for person listed in item 2 above:
p0• Box 30�9
City_ BALD 1" %AD 1SuAN0 State: tJG Zip:_ 28461
Telephone Number. ( _910 1 491 -13 9
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
1-IA%%*tjtytLLA4H EASTERN LoTS,
5. Location of Facility (street address):
KCELSorI ROW, t-EEWARD uAT.V.i�ia4WinepCo�tT TAN3hRK Co�rtT
City_ PSA�o FlsAu tSLANO County. $R.JNSwtM
6. Directions to facility (from nearest major intersection):.,_
AREAS EAST of F3A�o HEAD ISLAND MAR\Nq
i
7. Latitude 33` 5Z '
Longitude: of facility
8. Contact person who can answer questions about the facility:
Narre_ AQtj 4AN COSTA Telephone Number: ( 910 t 4'71- I$(o3
II. PERMIT INFORMATION:
I. Specify whether project is (check one): ✓ New Renewal Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list
the existing permit number and its issue date (if known)
Form SwL-101 Januan 1998 Pace 1 of 4

3. Specify the type of project (check one):
✓ Low Density ✓ High Density _Redevelop _General Permit
4. Additional Project Requirements (check applicable blanks):
✓ CAMA Major ✓ Sedimentation/Erosion Control 404 Permit
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
F�ioaECT AvkEA bw%mb tNTO TKO OViAtOAb.F F3hSIAl. ', THOSg DSiA)OiNfw To SA
WATEPS HANDIER V%A bEr-1%7Y . THOSE DRAtNiat� -rQ KPA-So. WNTERS 4AWDLiD
%AA Por TD.
BALO FIEAA 11LANo MA4W4J4
2. Stormwater runoff from this project drains to the SAQ t -.Ab CREEK River basin.
3. Total Project Area: c) J4 acres 4. Project Built Upon Area: 51 '/,
(Cov.�rp�pfiD)
5. How many drainage basins does the project have? Z
6. Complete the following information for each drainage basin. If there are more than two drainage basins in
the project, attach an additional sheet with the information for each basin provided in the same format as
below.
Basin`=,'Iriformatt in .x , -, s ;, .
_ _ .
,� ... w„,. Diatna e•-Bastri 4 I_
_..
r � ' Drarna ".5asm;2 „
Receiving Stream Name
q A L No MArMNA
6ALAEft 60tanY.
Receiving Stream Class
SA
Drainage Basin Area
(.-(Z AL
5, 07 Ac
Existing Impervious* Area
2 . 3 A,
O. (07 Ac.
Proposed Im ervious*Area
A,
% Impervious* Area (total)
a• *to
2 ,Arr- Ic,
Im ery ous'..:Surface Area ,=
• -=Drainage.B ''' ' 1
; "n z•�:„Drainge' Basin 2•, .. .,
On -site Buildings
(.4
0.W7 A c
On -site Streets
I. 1 r-
-
On -site Parking
-
On -site Sidewalks
Q-Z5 Ae
-
Other.on-site Fu.ruRs'-_._.
t.%O AG
-- -
Off -site
Total:
F= 4.24 Ac
E= 0.(o At.
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
7. How was the off -site impervious area listed above derived? Sa WF W'51 ED
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded.
Form SWU-101 Januan, 1998 Page 2 of 4

prysignature below, you certify that the recorded deed restrictions and protective covenants for this project
or all the items required by the permit, 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.
VI. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent(irdvidual or fum): KLElk EN b�NEER1NGt AND N7 C\A-M%
MailingAddraS: 322 SwTH 4-nj STgEET
0 r. State: NG Zip: zeAo1
Phone: L %0 ) •7(03— "7900 pax: L 1
VII. SUBMITTAL REQUIREMENTS
This application package will not be accepted by the Division of Water Quality unless all of the applicable
items are included with the submittal.
1. Please indicate that you have provided the following required information by signing your initials 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 (see Attachment A)
• Permit application processing fee (see Attachment A)
• Two copies of plans and specifications including:
• 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, parking, cul-de-sacs, sidewalks; and curb and gutter
- Wetlands delineated, or a note on plans that none exist
-Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
- Vegetated buffers (where required)
V. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) &_0 K1RKM Anl
certify that the information included on this permit application form is correct, that the project will be
constructed in conformance with the approved plans, that the deed restrictions in accordance with Attachment
A of this form will be recorded with all required permit conditions, and that to the best of my knowledge the
proposed project co plies jJith/the
errequirements of 15A NCAC 2H .1000. 'f
Signature- 9� Date
Title <_"NEF Qpep,8MoFF%esp,
Form SWU-101 January 1998 Paee 3 of 4

ATTACHMENT A
Deed Restriction Language
The following statements must be recorded for all low density projects and for all projects that involve the
subdivision and selling of lots or outparcels:
1. No more than _ square feet of any lot, including that portion of the right-of-way between the
edge of pavement and the front lot line, shall be covered by impervious structures including
asphalt, gravel, concrete, brick, stone, slate or similar material but not including wood decking or
the surface of swimming pools. This covenant is intended to insure continued compliance with the
stormwater permit issued,by the State of North Carolina. The covenant may not be changed or
deleted without the consent of the State.
2. No one may fill in, pipe, or alter any roadside swale except as necessary to provide a minimum
driveway crossing.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot
number, size and the allowable built -upon area for each lot.
For commercial projects that have outparcels or future development the following statements must also be
recorded:
3. The connection from the outparcel or future area into the stormwater system must be made into the
forebay such that short-circuiting of the system does not occur.
4. All built -upon area from the outparcel or future development must be directed into the permitted
stormwater control system.
5. Built -upon area in excess of the permitted amount will require a permit modification prior to
construction
For curb outlet systems, the following statement in addition to items 1 and 2 above must be recorded:
6. No one may pipe, fill in or alter any designated 100 foot long grassed Swale used to meet the
requirements of NCAC 2H .1008(g).
2. Supplement Forms
The applicable supplement form(s) listed below must be submitted for each BMP specified for this project:
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 Nutrient Management Strategy Supplement
3. Permit Application Fees (check made payable to NCDENR and submitted to the appropriate Regional
Office)
Type of Permit
New, Modification, or
Timely Renewal Without
Late Renewal
Modification
Low Density
$225
n/a
High Density
$385
$225
Other
$225
n/a
Director's Certification
$350
n/a
General Permit
$50
n/a
t
Form SWU-101 January 1998
Paee 4 of 4

ST®RMW' TER Permit No. 5LU9Ci?IZZ-3
p E C E I V E n
n LJI (
-State of North Carolina to be provided by DWQ)
IJIJ JUN Ol 1998 Department of Environment and Natural Resources
D E M Division of Water Quality
PROJ # ATER MANAGEMENT PERNUT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater runoff
Primarily through vegetated conveyances. Low density projects should not have a discrete stormwater collection
system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be found in
15A NCAC 2H .1005 through .1007.
I . PROJECT INFORMATION (please complete the following information):
Project Name: HA2t3w¢ QJLLAfig Rmrev.3 LorS
Contact Person: ' 60STA Phone Number: f 910 1 4`71- I$ro
Number of Lots: 7-77 Square Feet Per Lot*:- -xE gLE
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area
for each lot.
II. BUILT UPON AREA
See the Stormwater Management Permit Application Attachment A for specific language that must be recorded in
the deed restrictions for all low density projects.
For uniform lot sizes, complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water. Wetlands may be excluded when the
development results in high density pockets.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. Lots is the total number of lots in the subdivision.
• BUA/Lot is the computed allowable built upon area for each lot including driveways and impervious surfaces
located between the front lot line and the edge of pavement.
(SA x DFl - RA - OA = BUA_
No. Lots Lot
Calculation:
SAt= 3.0'70 Acaes. 0 `,1
pF= O.25 0
/<, ga%LT-vpuN= 3.0-10
RR = O
IA C%tAw_R\novs AYteA) = 0.(.7 Ae `
CBas¢✓ah hutld.r9e.,velv�Oe J
Form SWU-104 2/9/98 Page I of 2

III. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate that the following requirements have been met and supporting
documentation is provided as necessary. If the applicant has designated an agent in the Stormwater Management
Permit Application Form, the agent may initial below.
Applicants Initials
a. A 30 foot vegetative buffer is provided adjacent to surface waters. Projects in the Neuse
River basin may require additional buffers.
—�/Sk b. Deed restriction language shall be recorded as a restrictive covenant. A copy of the recorded
document shall be provided to DWQ within 30 days of platting and prior to sale of any lots.
c. Built upon area calculations are provided for the overall project and all lots.
d. Project conforms to low density requirements within the ORW AEC (if applicable). [15A
NCAC 2H .1007(2)(b)]
Form SWU-104 2/9/98 Pagge 2 of 2

KLEIKENGINEERING AND ASSOCIATES
TT,4 CHMelo l % „
'PROJECT: Bald Head Island Eastern Basin Lots
CLIENT: BHI Limited
LOCATION: Brunswick County, NC
SUMMARY OF LOT BUILT -UPON ASSESSMENTS:
LOT NO TOTAL
1
6123
2
4150
3
8235
5
3030
6
2885
7
2715
8
4005
9
2120
10
3290
11
1520
12
1615
13
1615
14
1615
15
2985
16
1710
17
1465
TOTALS 49078
TO
TO LOW
POND
DENSITY
6123
0
4150
0
4504
3730
1420
1610
2885
0
1478
1237
2130
1875
1217
903
2380
910
892
628
925
690
925
690
925
690
1550
1435
774
936
852
613
33130 15947
PROJECT NO.: 97005
DATE: April 1998
PREPARED BY: JKK
LOT NO TOTAL
18
2060
19
2165
21
4315
22
2745
23
3130
24
2165
25
2165
26
1835
27
2620
28
2515
29
1815
30
2515
31
1865
86
1800
87
2000
TO TO LOW
POND DENSITY
1138
922
1202
963
3649
666
2745
0
1517
1613
1203
962
1203
962
845
990
1381
1239
1377
1138
1027
788
1377
1138
1052
813
1305
495
1406
594
35710 22427 13283
TOTAL LOT BUILT -UPON AREAS =
TOTAL LOT BUILT -UPON AREAS DRAINING TO POND =
TOTAL LOT BUILT -UPON AREAS DRAINING TO DENSITY AREAS =
Bald Head Eastern Basin Lots - 97005
84788 SF = 1.95 AC
55557 SF = 1.28 AC
29230 SF = 0.67 AC

..KLE.IN.ENGINEERING AND ASSOCIATES
" .q TT,4CNMCtiT /3
PROJECT: Harbour Village Eastern Basin Lots PROJECT NO.:
CLIENT: BHI Limited, Inc. DATE:
LOCATION Bald Head Island, NC PREPARED BY:
1. TOTAL LOW -DENSITY PROJECT AREA: (See Drawings)
Area = 133745 SF = 3.070 Acres
2. ALLOWABLE BUILT -UPON AREA:
Water Classification: 25 %
Therefore, allowable built -upon area = 3343^0 SF =
3. IMPERVIOUS AREAS:
Impervious area contributing to the drainage basin:
BUILT BUILT
UPON UPON
LOT NO AREA LOT NO AREA
3
3730
19
963
5
1610
21
666
7
1237
23
1613
8
1875
24
962
9
903
25
962
10
910
26
990
11
628
27
1239
12
690
28
1138
13
690
29
788
14
690
30
1138
15
1435
31
813
16
936
86
495
17
613
87
594
18
922
Totals 16869
12361
97005
April 1998
JKK
Total built -upon area = 29230 SF = 0.67 Ac
Total built -upon percent = 21.9 %
Note: To avoid the need for a deed restriction on only four (4) lots currently maintained by the
Developer, the total area of these lots within the respective drainage basin has been assumed
to be 100% built -upon. Lots currently maintained by the Developer: 1, 3� 8 and 15,
Harbour Village Eastern Basin Lots - 97 005

Permit No.
(to be provided by DIVQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Revi w-
A complete Stormwater management plan submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement
1. PROJECT INFORMATION (please complete the following information)
Project Name: HNSe021C
\I\u.AGE EASTMR
4 V_Me ,
Contact Person: 300ATl4A N Cosr^
Phone Number: (A\o) 4 -- 1 _Z
For projects with multiple basins, specify which
basin this worksheet applies to: ENy N65CEp gas,�t ,
(oTNeYt 1S DENSiT`C�
Basin Bottom Elevation
- 3.9 ft.
(average elevation of the floor of the basin)
Permanent Pool Elevation
3.(o ft.
(elevation of the orifice)
Temporary Pool Elevation
5.45 ft.
(elevation of the discharge structure overflow)
Permanent Pool Surface Area
6144 sq.
ft. (water surface area at the orifice elevation)
Drainage Area
G. (a5 ac.
(on -site and off -site drainage to the basin)
Impervious Area
4, ZBIo ac.
(on -site and off -site drainage to the basin)
Pe-narint Pool Volume
13,"i it cu.
ft. (comb ned voiume of main basin and fore:.- v)
Temporary Pool Volume
1:1. 47.5 cu.
ft. (volume detained above the permanent pool)
Forebay Volume
3519 cu.
ft.
SA/DA1 used --._..- - Z.10
Diameter of Orifice 1.15 in.
Design TSS Removal 90 %
II. REQUIRED ITEMS CHECKLIST
(surface area to drainage area ratio
(85% TSS removal required, see item k below)
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 the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach Justification.
Form SWU-102 January 1998 Page 1 of 2

Applicants Initials
# -� a. The temporary pool controls runoff from the 1 inch storm event.
N /o, b. The basin length to width ratio is greater than 3:1.
c. The basin side slopes above the permanent pool are no steeper than 3:1.
d. A submerged and vegetatedtk
+perimeter shelf at less than 6:1 is provided (show detail).
11,
e. Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to empty the basin.
g. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). s'
h. The temporary pool draws down in 2 to 5 days.
i. A trash rack is provided for both the overflow and orifice.
j. The forebay volume is approximately equal to 20% of the total basin volume.
k. Sediment storage is provided in the permanent pool.
A 30-foot vegetative filter is provided at the outlet2 (include erosive flow calculations)
i. Recorded drainage easement for each basin including access to nearest right-of-way.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check to be performed after every storm event is specified in the O&M plan.
Specific clean -out benchmarks are specified in the O&M plan (elevation or depth).
A legally responsible party is designated in the O&M plan3 (include name and title).
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified to be performed prior to use as a wet detention basin.
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
-actual impervious % and permanent pool depth. Linear interpolation-sbould be employed, to determine the correct value for non-
standard table entries.
2 The requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90% TSS removal. .
3 The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
Form SWU-102 January 1998 Page 2 of 2

ProjectName:_NA2[3ai2 ✓/LLA/nF ,tSrEa.✓ 13a5..,✓ Z x
Stormwater Permit No. SW8 �27 r 123
2vNswrce County
Engineer's Certification
I, 7 PPHe-V D /" 4[ A Rf6 as a duly registered Professional Engineer in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
VM
(Project)
for 22ALU HEAD I5"c4,rn L/Ml TED (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.
Required Items to be checked for this certification to be considered complete are on page 2 of this
form.
a
Noted deviations from approved plans and specifications: �.�`�_Q ,kk C RO�,4'%
SEAL
025634
Signature
SEAL
Registration Number _ O;:L SS 3 N
Date 6
cc: Building- Inspector

PE� Certification Requirements:
" I 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.
V3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
`� 4.
The outlet/bypass structure elevations are per the approved plan.
�.
The outlet structure is located per the approved plans.
6.
"7.
Trash rack is provided on the outlet/bypass structure.
Z8.
All slopes are grassed with permanent vegetation.
Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the
system.
`// 10. The permitted amounts of surface area and/or volume have been provided.
✓/11. Required drawdown devices are correctly sized per the approved plans.
v 12. All required design depths are provided.
✓ 13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay. &4c>- w6%11-
wAu�
14. The overall dimensions of the system, as shown on the approved plans, are provided.
S:\WQS\STORM WAT\FORMS\PECERT.FOR
cc: Building Inspector
2

KLEIN ENGINEERING
AND ASSOCIATES
May 31, 1998
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Harbour' Village Eastern Basin Lots, Bald Head Island
Brunswick County, Engineered System Submittal
Stormwater Project No.: SW8 971223
Dear Ms. Lewis:
322 South 4th Street
Wilmington, NC 28401
[phone]
File No.: 97005
As requested, please find enclosed revised submittal items for the Harbour Village Eastern Basin
Lots:
two (2) copies of the Drawings
completed low density supplement sheet
Revisions to the Drawings include: delineation of all wetlands and locating the pond within a utility
easement.
Should there be any questions concerning the enclosed items or additional copies desired, please
contact our office.
Sincerely,
KLEIN ENGINEERING AND ASSOCIATES
HN K. KLEIN, PE
enclosures
cc: Mr. Jonathan Costa, BHI

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
May 15, 1998
Mr. John Klein, P.E.
Klein Engineering & Associates
322 South Fourth Street
Wilmington, NC 28401
A��
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 971223 Modification
BHI-Harbour Village Eastern Basin Lots
Brunswick County
Dear Mr. Klein:
The Wilmington Regional Office received a Stormwater Management Permit Application for BHI-
Harbour Village Eastern Basin Lots on April 15, 1998. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
1. Provide the low density supplement sheet for the low density portion of the project.
2. Delineate all wetlands on site, or note on the plans that none exist.
3. Locate the pond in a recorded access/drainage easement.
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 14, 1998, 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 have any questions concerning this matter please feel free to call me at (910) 395-
3900.
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\971223.MAY
cc: Linda Lewis
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

KLEIN ENGINEE
AND ASSOCIA'
APR 15 1998
April 11, 1998
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Harbour Village EasterABasin Lots, Bald Head Island
Brunswick County, Engineered System Submittal
Stonnwater Project No.: SW8 971223
Dear Ms. Lewis:
322 South 4th Street
Wilmington, NC 28401
[phone]
File No.: 97005
D E C E I V E
APR 151998 D
D E M
PROJ #_
As requested in letter dated February 19, 1998, please find enclosed revised submittal for the above
referenced project. The major revision to the project involves the delineation of project areas into
those draining to the proposed pond and those draining the creek using low -density. In addition, the
following revisions have been made:
1. The bulkhead has been placed beyond the 1-inch storage elevation and the vegetative shelf has
been located below the design pool elevation.
2. Lots still controlled by BHI have been assigned total lot built -upon coverage. Doing so does not
compromise the design; however, it does negate the need for any Deed Restriction being placed on
these lots.
3. Items 4 thru 8 are not a concern using low -density for these areas.
4. Both storage depth and top of outlet structures have been made consistent.
We have enclosed a newly completed application form as well as two (2) copies of Drawings and
Narrative package which includes Calculations and O&M requirements. Should there be any
questions concerning the enclosed items or additional copies desired, please contact our office.
Sincerely,
KLEIN ENGINEERING AND ASSOCIATES
rHN. KLEIN, PE
enclosures
cc: Mr. Jonathan Costa, BHI

T
APPROVAL SET
REwSEA 4- I I-98
HARBOUR VILLAGE EASTERN BASIN LOTS
DESIGN NARRATIVE
OPERATION AND MAINTENANCE PLAN
AND
STORM DRAINAGE CALCULATIONS
Prepared for
BHI LIMITED
P.O. Box 3069
Bald Head Island, NC 28461
[phone]
File No.: 97005
Date: December 1997
6SsinA
kr IN
Prepared by
STORMWATER
E C E I V E
APR 1 5 1998 D
PROJ # (223
KLEIN ENGINEERING AND ASSOCIATES
322 South 4th Street
Wilmington, NC 28401
[phone]

DESIGN NARRATIVE
1. General:
The project area is located on Bald Head Island along the northern bulkhead of the Bald Head Island
Marina. A portion of the current project area had been currently permitted under DEM permit
number SW8 960102 dated February 19, 1996.
The total project area for this submittal is 9.72 acres with delineation of 6.65 acres draining into the
proposed pond with an additional 3.07 acres draining into other regions using the low density
submittal.
2. Low Density Areas:
The low density areas are those which drain naturally to SA waters to the east. Consisting of
existing development, these areas are already established and the ability to col lect runoff from many
of the individual site dwellings would be unfeasible. Fortunately, sufficient areas remain to the
mean high water (MHW) elevation to permit this approach.
Estimations of built -upon areas ofexisting homes were made using the allowable building envelopes
for the majority of lots. This will result in excessive built -upon area as total coverage is unlikely.
Furthermore, the inability to establish any system of deed restrictions on an existing developed lot
is not an option.
Several lots are still retained by BHI and are noted on the Drawings. To negate the need for a deed
restriction on the lots, the built -upon estimate for these lots was assumed to be total coverage.
3. Detention Pond Design:
The pond has been designed with an outlet into the boat basin; hence the use of one (1) inch storage
design requirements. Enclosed are detailed evaluations of both the piping system as well as the
pond design. The pond outlet has been designed to convey the highest rate of flow anticipated from
the twenty-five (25) year storm.

INSPECTION AND MAINTENANCE PROCEDURES
HARBOUR VILLAGE EASTERN BASIN LOTS
Bald Head Island, Brunswick County, North Carolina
1. INTRODUCTION
In the fall of 1987, the Environmental Management commission (EMC) adopted new stormwater
regulations effecting all twenty (20) coastal counties of North Carolina. The new regulations require
that any project requiring submittal of a Sedimentation and Erosion Control Plan be also required
to meet the new requirements regarding stormwater runoff control.
The new regulations require that stormwater from the first one (1) inch of runoff from all built -upon
surfaces of the Harbour Village Eastern Basin Lots project be contained onsite with any additional
runoff being allowed to leave the site. Built -upon surfaces include parking lot pavement, sidewalks
and roof areas. Containment of runoff may be accomplished using either a subsurface infiltration
system or stormwater detention facility. For the Eastern Basin Lots project, detention was chosen
as the primary method while a small remote undeveloped area is to be retained for natural
infiltration.
The purpose of this Plan is to help educate the User Facility as to the working of the drainage system
as well as inspection and maintenance requirements. In providing the information in this fashion,
it is hoped that the Owners will understand the need for scheduled maintenance items.
Permitting and construction of the detention pond will be by Bald Head Island Limited, herein
referred to as BHI. Upon satisfactory completion, BHI shall retain ownership of the detention pond
disposal area.
2. OPERATION OF DETENTION POND SYSTEM
A. Maintenance
Routine maintenance as detailed below is required for the detention pond. To provide for this, BHI
shall be responsible for all required maintenance. In lieu of performing the direct maintenance, BHI
may contract this service to an independent maintenance entity; however, all responsibilities for
enforcing these restrictive covenants shall reside with BHI.

Page Two
Inspection and Maintenance Plan
Harbour Village Eastern Basin Lots
B. General Operational Concepts
The detention pond is intended to provide some measure of sediment and nutrient filtration within
the vegetation along the pond perimeter as well as promoting infiltration of runoff into the
subsurface groundwater.
The use of a pond allows a more intensive built -upon area to be developed and is a permitted
method for stormwater treatment in compliance with the State of North Carolina Administrative
code Section 15 NCAC 2H.1000, Stormwater Runoff Disposal.
C. Inspection Requirements
As a minimum, the following maintenance procedures shall be followed for each pond:
(1) General: Side slopes shall be kept mowed and clear of debris. Vegetation shall be kept to a
maximum height of eight (8) inches and mowing shall be scheduled accordingly.
(2) Upon Completion of Construction:
a. Any sediment deposited in detention pond shall be removed to obtain design depth, slopes and
specifications.
b. The wetted perimeter shall be planted with water resilient vegetation appropriate to soil and site
characteristics; the remaining pond slopes shall also be vegetated and planted with vegetation
appropriate to soil and site characteristics. All slopes shall be maintained to ensure growth of such
vegetations.
c. All drainage features shall be inspected and cleaned of sand, silt or foreign materials. These
features include, but not limited to, the pond outlet structure trash screen, outlet orifice and site
drop inlet and catch basin grates.
d. Any component which is determined to be not performing satisfactory in its intended usage shall
be repaired or replaced to original design specifications.
(3) After Each Runoff Producing Rain:
a. Any sloughing, erosion or vegetative wash -out of the pond slopes shall be repaired immediately.
b. All drainage features shall be inspected and cleaned of trash or foreign materials. These features
include the pond side slopes, pond outlet structure trash screen, outlet orifice and site drop inlet and
catch basin grates.

Page Three
Inspection and Maintenance Plan
Harbour Village Eastern Basin Lots
c. Any component which is determined to be not performing satisfactory in its intended usage shall
be repaired or replaced to original design specifications.
(4) Semi -Annually:
a. The detention pond shall be checked for siltation and filling. Should the bottom elevation exceed
the design bottom elevation, the pond shall be excavated six (6) inches below the design elevation
to allow solids accumulation due to siltation and filling.
DETENTION POND STORMWATER SYSTEM
OWNER:
Bald Head Island Limited, Inc. By: kc-,A tor'�nra`LZ � �ti a�li
P.O. Box 3069 (Print Name and T le)
Bald Head Island, NC 28461 %�/M�
Signature: /
Date: �� 9
STATE OF NORTH CAROLINA
• • • ►171. �:►•
Gina Marie Kasen
a Notary Public of the State of North Carolina,
County of New Hanover , Hereby certify that Kenneth M. Kirkman
appeared before me this day and executed the above certification.
Witness my ha—ndd and notarial seal, this 9th day of December, 1997.
(Notary Public)
My Commission expires 10-18-99
personally
...........,,..'Cyy_z',
No r,4,9
�:-GBLIG 12
'7`y'tiL� may' �C
• COU��s�

KLEIN ENGINEERING AND ASSOCIATES
PROJECT: Bald Head Island -Eastern Lots PROJECT NO.: 97005
CLIENT: BHI Limited DATE: December 1997
LOCATION: Brunswick County, NC PREPARED BY: JKK
SUBJECT: Stormwater Calculations (Revised April 1998)
GIVEN: Design for single collection pond
Runoff Coefficients used for Design:
Impervious Area =
0.95
Turf (developed) =
0.20
TOTAL PROJECT AREA =
423579 SF = 9.72 Ac
Area draining to pond =
289834 SF = 6.65 Ac
Areas draining to low density =
133745 SF = 3.07 Ac
Design Storm Event = 10-year,
5 minute duration
Rainfall Intensity =
7.23 inches/hour
SOLUTION:
1. Summary of Built -upon Areas
AREAS DRAINING AREAS DRAINING TO
TO POND LOW DENSITY AREAS TOTALS
---------------------------
AREA
-----------------------------------
AREA
AREA
AREA
----------------------------
AREA
AREA
TYPE
(SF)
(AC)
(SF)
(AC)
(SF)
(AC)
LOTS
-
55557
- ------
1.275
-----------------------
29230
0.671
---- — ---- --
84787
----------
1.946
BLDG
15337
0.352
0
0
15337
0.352
SIDEW
10679
0.245
0
0
10679
0.245
PVMNT
57128
1.311
0
0
57128
1.311
FUTURE
48000
1.102
0
0
4800
0.110
-------------------------------------------
TOTAL IMPERV.
186701
4.286
----------------------------------
29230
0.671
---------------------------------
172731
3.965
TURF
103133
2.368
104515
2.399
207648
4.767
TOTALS
289834
6.654
133745
3.070
380379
8.732
Pond Design Criteria:
Percent Built -Upon: =
4286
Ac /
6.654 Ac
=
64.4
%
use:
65 %
Average Weighted Runoff Coefficient for Rational Method:
4.286 Ac x 0.95 =
2.368 Ac x 0.20 =
-------------- ___--------- ------------- ---------------
6.654
Weighted roeffieient = 0,683
USE: 0.68
4.07
0.47
4.55
Bald Head Eastern Basin Lots - 97005

KLEIN ENGINEERING AND ASSOCIATES
2. STORM DRAINAGE DESIGN: 10-Year, 5-Minute Storm, i = 7.23 In/hr
Gefnr /n aff.,hed Nae.fari RA. k,,A. rwl��lo/i�ne of nining and hydraulic grade I:nno
-• ....
DRAIN
PIPE
AREA
NO.
C
(ac)
A
0.68
0.59
C.
0,68
n.e9
D
0.68
1.68
E
0.68
0.27
F
0.68
0.77
G
0.68
0.52
H
0.68
0.00
1-12
n.68
1.8I
1-13
0.68
0.12
3. DETENTION POND DESIGN:
Design to store the first 1 _inrh of n innff, from nrn ant area
Imperv. 1.00 x 186701 SF x 1Y12" = 15558
T;,�rF n.2n x 103133 SF x 1Y12" = 1719
17277 CF
Based on state requirements for ponds without vegetative filter
and Licing tha riasign imnarvin�ic narnant n 65 with a depth of
feet, the ratio of surface area (SF) to drainage area to drainage area (DA) _
Therefore, required pond surface area (SA) is:
2.1 n x 6.654 /inn = in 14 floras
= 6087 SF Use:
Pond Width at Design Surface: see plan
Pond Length at Design Surface: see plan
AVE. CUMUL.
AREA AREA VOLUME VOLUME
ELEV. (SF) (SF) (CF) (CF)
------- ------- ------- ------- -------
-3.9 1350
3.6 6144
4.6 7155
5.6 8233
6.6 9378
0
6650 6649
7694 7694
8806 8806
Depth where storage requirement met:
Depth of Required Storage:
(Pond Design Bottom)
0 (Design Area)
r-r-r-P
14343
23149
7, ri
2.10
6144 SF
5.93 MSL
2.33 VF or 28.0 Inches
0
Bald Head Eastern Basin Lots - 97005

KLEIN ENGINEERING AND ASSOCIATES
Elevation of Top of Riser: 5.95 MSL
Note: Set bulkhead beyond 1-inch storage elevation or 6.00 MSL
Depth of Storage Provided: 2.35 VF or 28.2 Inches
Volume of Storage = 17425 CF
Top of Bulkhead: 8.00 MSL
4. Restrictive Orifice Design:
Design orifice for discharge allowed using the following equation
Q= C X A X (2gh)A0.5 where:
Q= CFS
C = orifice coefficient
A = orifice diameter (SF)
g = 32.2 ft/sec2
h = pressure head (ft)
Rearranging the above equation to solve for hole diameter
A = Q / C x (2gh)A0.5
For our type of discharge, C =
0.60
Pond Outlet Invert =
3.60
Max. Reqd Storage Level =
5.93
Ave Reqd Storage Level =
4.77
Trial Orifice Diameter =
2.00 inches
Orifice centerline =
3.68
Ave. Pressure Head (h) =
1.08
Allowable discharge rate:
Design discharge so that ponds drain between two (2) day and five (5) days.
Pond Volume: 17425 CF Pond Volume:
17425 CF
Time to drain: 2 days Time to drain:
5 days
or 172800 sec or
432000 sec
Therefore, release rate = Therefore, release rate =
17425 CFS / 172800 sec 17425 CFS /
432000 sec
or 0.101 CFS or
0.040 CFS
A = 0.0201 SF A =
0.0080 SF
1.9 inches
1.2 inches
Use: 1.75
"
Actual Pond Drawdown Time:
Actual Draw -Down Rate = 0.084 CFS
Actual Ave Draw -down time = 57.8 Hours
Therefore, design drawdown tim 2_4
Days
5. Forebay Design Requirements:
Design forebay for 20 % of the design storage volume.
Required Storage Volume = 17425 CF (see above)
Required Forebay volume = 3485 CF
Bald Head Eastern Basin Lots - 97005

KLEIN ENGINEERING AND ASSOCIATES
AVE.
CUMUL.
AREA
AREA
VOLUME
VOLUME
ELEV.
(SF)
(SF)
(CF)
(CF)
-------
-3.40
-------
11
-------
-------
-------
38
38
-2.40
64
38
113
113
-1.40
162
151
234
234
-0.40
306
385
398
398
-0.60
490
783
603
603
1.60
716
1386
849
849
2.60
981
2234
1285
1285
3.60 1589
COMMENTS
3519 (exceeds req'd storage amt.)
Design of Forebay Spillway:
Design Overflow Weir based on maximum flow rate from the system during the
ten (10) minute storm.
Q = 23.9 CFS
(See Routing Calculations)
Design weir to convey entire flow. Set weir invert at design surface elevation.
weir equation: Q = C x H^3/2 x (L - 0.2H) where:
Q=CFS
C = weir coefficient = 3.33
L = weir lenfth (FT) = 2 x H (min)
H = head (FT)
rearranging and solving for weir length yields the following:
L=(Q/CxH^3/2)+0.2H
Design weir capacity = 23.9 CFS
Design weir depth = 12 " = 1 FT
Therefore, required weir length =
7.38 FT use: 10 FT
6. Pond Outlet Design
Design pond outlet pipe to convey runoff in excess of 1-inch generated from a 25-year storm event.
Assume: Water level in basin a 2.50 MSL
Distance to Outlet = 204 LF
Trial Outlet Design: 30 inch dia RCP
Q = 27.7 CFS (see 25-Year Calcs)
Available Hydraulic Head = 5.95 — 5.00 ) / 204
0.47 % (assumes HGL at crown of outlet pipe)
Outlet Capacity = 28.0 CFS Therefore, OK
Bald Head Eastern Basin Lots - 97005

KLEIN ENGINEERING AND ASSOCIATES
7. Summary:
Required Volume =
Design Volume =
Pond Outlet Invert =
Required Storage Elev. _
Design Storage Elevation =
Pond Invert =
Outlet Orifice Diameter =
AV6 Discharge Rate =
Ahticipated drawdown time =
17277 CF
17425 CF
3.60
5.93 Depth =
2.33 VF
5.95 Depth =
2.35 VF
-3.90
1.75 "
0.084 CFS
57.8 Hours =
2.4 Days
Bald Head Eastern Basin Lots - 97005

Note:
85% M REMOVAL
30 FOOT VEGETA77V FILTER REQUMM
DEPTH
ID4P %
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
10%
.9
.8
.7
.6
.5
0
0 10
0
0
20%
1.7
1.3 j
1.2 j
1.1
1.0
.9
A
.7
.6
.S
30%
2.5
2.2
11.9
1 1.8
1.6
1.5
1.3
1.2
1.0
.9
40%
3.4
3.0
12.6
12.4
2.1
1.9
1.6
1.4
1.1
1.0
30%
4,2
3.7
13.3
13.0
2.7
12.4
2.1
1.3
1.5
1.3
60%
15.0
4.5
3-8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
709E
6.0
3.2
4.5
4.1
3.7
3.1
2.9
12.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
9076
7.5
6.5
5.9
3.3
4.8
4.3
IS
3.3
2.8
1.3
10D%
8.2
7.4
6.8
2
5.6
5.0
4.4
3.9
3.2
2.6
M% 798 R»14UVAL
NO VLGETATKD FILTER MuDtED
DWTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7,0'
7,3'
II� %
to%
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20%
2.4
2.0
1.8
I.7
1.3
1.4
11.2
1.0
.9
1.6
30%
3.5
2.7
2.5
2.2
1.9
1.6
1.9
1.1
.8
40%
4.5
3.5
3.1
2.8
7.5
2.1
1.8
1.4
1.1
$091
SA
r
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
6016
7.0
5.3
4.9
4.3
3.9
3.4
2.9
2.4
1.9
2
70%
8.1
7.0
16.0
1 5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
9.0
7.0
16.4
15.7
5.2
4.6
4.0
3.4
2.0
90%
10.7
9.0
7.9
7.2
16.5
15.9
51
4.6
3.9
3.3
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
S.1
4.3
3.6
MISc+e arts Cal
rm me WIN
v m w SWOR
ai the ONUMM MR amt"

CHART E-5
Depth - Duration - Frequency Table
Location: Wilmington, NC
Retum Period
Duratim 2-yr 5-yr 10-yr 25-yr 50yr 100-yr
fill fial rml [IDl fial fIDl
5 min
0.49
0.55
0.60
0.68
0.74
0.80
10 min
0.94
0.96
1.05
1.19
1.30
1.41
15 Min
1.09
1.24
136
1.54
1.69
1.83
30 min
1.59
1,90
2.12
2.46
2.72
2.98
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
2.36
2.93
3.34
3.92
4.37
4.82
3 hr
2.63
3.29
3.76
4.42
4.94
5.46
6 hr
3.30
420
4.82
5.71
6.40
7.09
12 hr
3.90
5.00
5.77
6.96
7.70
8.55
24 hr
4.50
5.81
6.72
9.01
9.01
10.00
CHART E-6
Intensity - Duration - Frequency Table
Location: Wilmington, NC
Retum Period
Duration 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
fitdhr] [O+] [in1h*1 fin&rl [io/ltrl [mi]
5 mum
5.89
6.63
7.23
8.15
8.87
9.60
10 atin
5.06
5.76
6.30
7.13
7.79
8.45
15 min
4.36
4.97
5.45
6.17
6.75
7.32
30 min
3.17
3.79
4.25
4.92
5.44
5.96
60 min
2.10
2.58
2.92
3.41
3.80
4.18
2 hr
1.18
1.47
1.67
1.96,
2.19
2.41
3 hr
0.99
1.10
1.25
1.47
1.65
1.92
6 hr
0.55
0.70
0.80
0.95
1.07
1.19
12 hr
0.33
0.42
0.48
0.57
0.64
0.71
24 hr
0.19
0.24
0.28
0.33
0.38
0.42
'Source. Master Drainage Improvemert and Stormwater Management Plan, Vol. 1, McKim &
Creed, June 1988

F EtoF E CtOE C BtOC B
G P-14 1-1 F to H \
P-151 � P-10
o J-1
P-16/ P-11
I-12 C) J-2
\ P-17 P-12�
\ J-3
P-19
13
D to E
U
Project Title: Harbour Village Eastern Lots - 87005 Project Engineer: KLEIN ENGINEERING & ASSOCIATES
d:l..tharbour basintpiping_r.stm Klein Engineering and Assoc StormCAD v1.0
04/12/98 01:28:07 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Combined Pipe/Node Report
Pipe
Upstream
Node
Downstream
Node
Length
(it)
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
Inlet
Discharge
(cfs)
Section
Size
Capacity
(cfs)
Average
Velocity
(ft/s)
Upstream
Invert
Elevation
(ft)
Downstream
Invert
Elevation
(ft)
Constructed
Slope
(tuft)
Description
P-14
G
1-13
260.00
0.52
0.68
0.35
0.35
2.58
15 inch
2.50
2.10
4.10
3.71
0.001500
P-15
1-13
J-6
144.00
0.12
0.68
0.08
0.44
0.59
15 inch
3.00
2.45
3.71
3.40
0.002153
P-16
J-6
1-12
72.00
N/A
N/A
N/A
0.44
N/A
15 inch
2.95
2.38
3.40
3.25
0.002083
P-17
1-12
J-5
100.00
1.85
0.68
1.26
1.69
9.17
24 inch
10.12
3.90
3.25
3.05
0.002000
P-18
J-5
J-4
100.00
N/A
NIA
N/A
1.69
N/A
24 inch
10.12
3.92
3.05
2.85
0.002000
P-19
J-4
J-3
12.00
N/A
N/A
N/A
1.69
N/A
24 inch
14.60
3.88
2.85
2.80
0.004167
0 to E
D
E
26.00
1.68
0.68
1.14
1.14
8.33
24 inch
7.68
2.65
3.24
3.21
0.001154
A to B
A
B
170.00
0.59
0.68
0.40
0.40
2.92
15 inch
4.14
2.45
4.80
4.10
0.004118
B to C
B
C
235.00
0.00
0.00
0.00
0.40
0.00
18 inch
5.65
1.61
4.10
3.42
0.002894
C to E
C
E
205.00
0.49
0.68
0.33
0.73
2A3
24 inch
7.24
1.55
3.42
3.21
0,001024
E to F
E
F
296.00
0.27
0.88
0.18
2.06
1.34
30 inch
13.06
2.87
3.21
2.91
0.001014
F to H
F
H
150.00
0.77
0.68
0.52
2.58
3.82
30 inch
12.97
3.44
2.91
2.76
0.001000
P-10
H
J-1
13C00
0.00
0.00
0.00
2.58
0.00
30 inch
13.72
3A6
2.78
2.63
0.001119
P-11
J-1
J-2
118.00
N/A
N/A
N/A
2.58
N/A
30 inch
13.08
3A5
2.63
2.51
0.001017
P-12
J-2
J-3
12.00
N/A
N/A
N/A
2.58
N/A
30 inch
16.74
3.42
2.51
2.49
0.001667
P-13
J-3
Outlet
30.00
N/A
N/A
N/A
4.28
N/A
30 inch
10,59
6.26
2.49
2.47
0.000667
Project Title: Harbour Village Eastern Lots - 97005 Project Engineer: KLEIN ENGINEERING & ASSOCIATES
d:\...\harbour basin\piping_r.stm Klein Engineering and Assoc StormCAD v1.0
04/12/98 01 :31:20 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Node Report
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
External
CA
(acres)
Total
CA
(acres)
Inlet
TC
(min)
External
TC
(min)
Upstream
Flow
Time
System
Flow
Time
(min)
System
Intensity
(in/hr)
Total
Watershed
(CIA)
(cfs)
Additional
Flow
(cfs)
Carryover
(cfs)
Known
Flow
(cfs)
Total
Upstream
Added
(cfs)
Discharge
(cfs)
Ground
Elevation
(it)(min)
G
0.52
0.68
0.35
0.00
0.35
5.00
0.00
0.00
5.00
7.23
2.58
0.00
0.00
0.00
0.00
2.58
6.60
1-13
0.12
0.68
0.08
0.00
0.44
5.00
0.00
7.06
7.06
6.85
3.00
0.00
0.00
0.00
0.00
3.00
7.10
J-6
N/A
N/A
N/A
NIA
0 44
N/A
0.00
8.04
8.04
6.66
2.92
N/A
N/A
N/A
0.00
2.92
8.00
1-12
1.85
0.68
1.26
0.00
169
5.00
0.00
8.55
8.55
6.57
11.21
0.00
0.00
0.00
0.00
11.21
7.50
J-5
N/A
N/A
N/A
N/A
1.69
N/A
0.00
8.98
8,98
6.49
11.08
N/A
N/A
N/A
0.00
11.08
8.00
J-4
N/A
N/A
N/A
N/A
169
N/A
0.00
9.40
9.40
6.41
10.94
N/A
NIA
N/A
0.00
10.94
8.00
D
1.68
0.68
1.14
0.00
1.14
5.00
0.00
0.00
5.00
7.23
8.33
0.00
0.00
0.00
0.00
8.33
7.00
A
0.59
0.68
0.40
0.00
0.40
5.00
0.00
0.00
5.00
7.23
2.92
0.00
0.00
0.00
0.00
2.92
7.80
B
0.00
0.00
0.00
0.00
0,40
5.00
0.00
6.16
6A6
7.01
2.84
0.00
0.00
0.00
0.00
2.84
7.90
C
0.49
0.68
0.33
0.00
0.73
5.00
0,00
8.60
8.60
6.56
C86
0.00
0.00
0.00
0.00
4.86
6.80
E
0.27
0.68
0.18
0.00
2.06
5,00
0.00
10.81
10.81
6.16
12.80
0.00
000
0.00
0.00
12.80
7.20
F
0.77
0.68
0,52
0,00
2.58
5.00
0.00
12.52
12,52
5,87
15,29
0.00
0.00
0.00
0.00
15.29
6.30
H
0.00
0.00
0.00
0.00
2.58
5.00
0.00
13.25
13.25
5.75
14.97
0.00
0.00
0.00
0.00
14.97
7.10
J-1
N/A
N/A
N/A
N/A
2.58
N/A
0.00
13.90
13.90
5.64
14.68
N/A
NIA
N/A
0.00
14.68
8.00
J-2
N/A
N/A
N/A
N/A
2.58
NIA
0.00
14.47
14.47
5.54
14.43
N/A
N/A
N/A
0.00
14.43
8.00
J-3
N/A
NIA
NIA
N/A
428
N/A
0.00
14.52
14.52
5.53
23.85
N/A
N/A
N/A
0.00
23.85
8.00
Outlet
NIA
N/A
N/A
N/A
4.28
N/A
0.00
14.60
14.60
5.52
23.79
N/A
N/A
N/A
0.00
N/A
8.00
Project Title: Harbour Village Eastern Lots - 97005 Project Engineer: KLEIN ENGINEERING & ASSOCIATES
d:\...\harbour basin\piping_r.stm Klein Engineering and Assoc StormCAD 0.0
04/12/98 01:30:25 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Pipe Report
Pipe
Upstream
Node
Downstream
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
System
Intensity
(in/hr)
Discharge
(cfs)
Length
(ft)
Constructed
Slope
(flJft)
Section
Size
Roughness
Capacity
(cfs)
Upstream
Invert
Elevation
(it)
Downstream
Invert
Elevation
(ft)
Upstream
Ground
Elevation
(ft)
P-14
G
1-13
0.52
0.68
0.35
0.35
7.23
2.58
260.00
0,001500
15 inch
0,013
2.50
4.10
3.71
6.60
P-15
1-13
J-6
0.12
0.68
0.08
0A4
6.85
3.00
144.00
0.002153
15 inch
0,013
3.00
3.71
3.40
7.10
P-16
J-6
1-12
N/A
N/A
N/A
0.44
6.66
2.92
72.00
0 002083
15 inch
0.013
2.95
3.40
3.25
8.00
P-17
1-12
J-5
1.85
0.68
1.26
1.69
6.57
11.21
100.00
0.002000
24 inch
0.013
10.12
3.25
3.05
7.50
P-18
J-5
J-4
N/A
N/A
NIA
169
6.49
11.08
100.00
0 002000
24 inch
0.013
10.12
3.05
2.85
8.00
P-19
J-4
J-3
N/A
N/A
N/A
1.69
6.41
10.94
12.00
0.004167
24 inch
0.013
14.60
2.85
2.80
8.00
D to E
D
E
1.68
0.68
1.14
1,14
7.23
8.33
26.00
0.001154
24 inch
0.013
7.68
3.24
3.21
7.00
A to B
A
8
0.59
0.68
0.40
0.40
7.23
2.92
170.00
0.004118
15 inch
0.013
4.14
4.80
4A 0
7.80
8 to C
8
C
0.00
0.00
0.00
0.40
7.01
2.84
235.00
0.002894
18 inch
0.013
5.65
4.10
3.42
7.90
C to E
C
E
0.49
0.68
0.33
0.73
6.56
4.86
205.00
0.001024
24 inch
0.013
7.24
3.42
3.21
6.80
E to F
E
F
0.27
0.68
0.18
2.06
6.16
12.80
296.00
0.001014
30 inch
0.013
13.06
3.21
2.91
7.20
F to H
F
H
0.77
0.68
0.52
2.58
5.87
15.29
150.00
0.001000
30 inch
0.013
12.97
2.91
2.76
6.30
P-10
H
J-1
0.00
0.00
0.00
2.58
5.75
14.97
134.00
0.001119
30 inch
0.013
13.72
2.78
2.63
7.10
P-11
J-1
J-2
N/A
N/A
NIA
2.58
5.64
14.68
118.00
0.001017
30 inch
0.013
13.08
2.63
2.51
8.00
P-12
J-2
J-3
N/A
N/A
NIA
2.58
5.54
14.43
12.00
0.001667
30 inch
0.013
16.74
2.51
2A9
8.00
P-13
J-3
Outlet
N/A
N/A
NIA 1
4.28
5.53
23,85
30.00
0.000667
30 inch
0.013
10.59
2.49
2A7
8.00
Project Title: Harbour Village Eastern Lots - 97005 Project Engineer: KLEIN ENGINEERING 8 ASSOCIATES
d1... \harbour basin\piping_cstm Klein Engineering and Assoc StormCAO v1.0
04/12/98 01:29:54 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

--------- -- Beginning Calculation Cycle ---------
Discharge: 2.92 cfs at node A
Discharge: 2.87 cfs at node B
Discharge: 5.10 cfs at node C
Discharge: 8.33 cfs at node D
Discharge: 13.95 cfs at node E
Discharge: 16.97 cfs at node F
Discharge: 16.74 cfs at node H
Discharge: 16.53 cfs at node J-1
Discharge: 16.35 cfs at node J-2
Discharge: 2.58 cfs at node G
Discharge: 3.06 cfs at node I-13
Discharge: 3.01 cfs at node J-6
Discharge: 11.61 cfs at node I-12
Discharge: 11.50 cfs at node J-5
Discharge: 11.40 cfs at node J-4
Discharge: 27.03 cfs at node J-3
Discharge: 26.97 cfs at node Outlet
Beginning iteration 1
Discharge: 2.92 cfs at node A
Discharge: 2.83 cfs at node B
Discharge: 4.85 cfs at node C
Discharge: 8.33 cfs at node D
Discharge: 12.79 cfs at node E
Discharge: 15.22 cfs at node F
Discharge: 14.68 cfs at node H
Discharge: 14.57 cfs at node J-1
Discharge: 14.30 cfs at node J-2
Discharge: 2.56 cfs at node G
Discharge: 3.00 cfs at node I-13
Discharge: 2.92 cfs at node J-6
Discharge: 11.21 cfs at node I-12
Discharge: 11.07 cfs at node J-5
Discharge: 10.93 cfs at node J-4
Discharge: 23.63 cfs at node J-3
Discharge: 23.57 cfs at node Outlet
Completed iteration 1
Current discharge convergence relative error: 0.14446312
Target discharge convergence relative error: 0.001
Beginning iteration 2
Discharge: 2.92 cfs at node A
Discharge: 2.84 cfs at node B
Discharge: 4.86 cfs at node C
Discharge: 8.33 cfs at node D
Discharge: 12.60 cfs at node E
Discharge: 15.29 cfs at node F
Discharge: 14.97 cfs at node H
Discharge: 14.69 cfs at node J-1
Discharge: 14.43 cfs at node J-2
Discharge: 2.SB cfs at node G
Discharge: 3.00 cfs at node I-13
Discharge: 2.92 cfs at node J-6
Discharge: 11.21 cfs at node I-12
Discharge: 11.06 cfs at node J-5
Discharge: 10.94 cfs at node J-4
Discharge: 23.85 cfs at node J-3
Discharge: 23.79 cfs at node Outlet
Completed iteration 2
Current discharge convergence relative error: 0.92631682e-2
Target discharge convergence relative error: 0.001
Beginning iteration 3
Discharge: 2.92 cfs at node A
Discharge: 2.84 cfs at node B
Discharge: 4.86 cfs at node C
Discharge: 8.33 cfs at node D
Discharge: 12.80 cfs at node E
Project Title: Harbour Village Eastern Lots - 97005 Project Engineer: KLEIN ENGINEERING 8 ASSOCIATES
d:\...\harbour basin\piping_r.stm Klein Engineering and Assoc Storm CAD v1.0
04/12/98 01:27:43 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 3

Discharge: 15.29 cfs at node F
Discharge: 14.97 cfs at node H
Discharge: 14.68 cfs at node J-1
Discharge: 14.43 cfs at node J-2
Discharge: 2.5E cfs at node G
Discharge: 3.00 cfs at node I-13
Discharge: 2.92 cfs at node J-6
Discharge: 11.21 cfs at node I-12
Discharge: 11.08 cfs at node J-5
Discharge: 10.94 cfs at node J-4
Discharge: 23.85 cfs at node J-3
Discharge: 23.79 cfs at node Outlet
Discharge Convergence Achieved in 3 iterations: relative error: 0.12002951e-3
•• Warning: Design constraints not met.
Violation: P-13 does not meet minimum slope constraint.
Information: P-16 Surcharged condition
Information: P-15 Surcharged condition
Information: P-14 Surcharged condition
Violation: F to H does not meet minimum cover constraint at upstream end.
Violation: E to F does not meet minimum cover constraint at downstream end.
Information: C to E Surcharged condition
Information: D to E Surcharged condition
--------------------- Calculations Complete -----
•• Analysis Options •*
Friction method: Manning's Formula
HGL Convergence Test: 0.001000
Maximum Network Traversals: 5
Number of Flow Profile Steps: 5
Discharge Convergence Test: 0.001000
Maximum Design Passes: 3
---
----- Network Quick View ------------------------
Hydraulic
Grade
Label
Length
Size
Discharge
Upstream
Downstream
F to H
150.00
30
inch
15.29
5.06
4.86
E to F
296.00
30
inch
12.80
5.33
5.06
C to E
205.00
24
inch
4.86
5.42
5.33
B to C
235.00
18
inch
2.84
5.59
5.42
A to B
170.00
15
inch
2.92
5.92
5.59
D to E
26.00
24
inch
8.33
5.36
5.33
P-10
134.00
30
inch
14.97
4.86
4.67
P-11
118.00
30
inch
14.68
4.67
4.51
P-12
12.00
30
inch
14.43
4.51
4.50
P-13
30.00
30
inch
23.85
4.50
4.13
P-14
260.00
15
inch
2.58
5.86
5.45
P-15
144.00
15
inch
3.00
5.45
5.14
P-16
72.00
15
inch
2.92
5.14
4.99
P-17
100.00
24
inch
11.21
4.99
4.75
P-18
100.00
24
inch
11.0E
4.75
4.52
P-19
12.00
24
inch
10.94
4.52
4.50
-----------
Elevations -
--
Label
Discharge
Ground
Upstream
HGL
Downstream HGL
H
14.97
7.10
4.86
4.86
G
2.58
6.60
5.86
5.86
F
15.29
6.30
5.06
5.06
E
12.80
7.20
5.33
5.33
D
8.33
7.00
5.36
5.36
C
4.86
6.80
5.42
5.42
B
2.84
7.90
5.59
5.59
A
2.92
7.80
5.92
5.92
J-1
14.68
8.00
4.67
4.67
J-2
14.43
6.00
4.51
4.51
Project Title:
Harbour Village Eastern
Lots - 97005
Project Engineer: KLEIN ENGINEERING & ASSOCIATES
d:\...\harbour
basin\piping_r.stm
Klein Engineering and Assoc
Storm CAD 0.0
04/12/98 01:27.43
AM 0 Haestad Methods, Inc.
37 Brookside
Road
Waterbury,
CT 06708 USA [phone] Page 2 of 3

J-3
23.85
8.00
4.50
4.50
J-4
10.94
8.00
4.52
4.52
J-5
11.08
8.00
4.75
4.75
I-12
11.21
7.50
4.99
4.99
J-6
2.92
8.00
5.14
5.14
I-13
3.00
7.10
5.45
5.45
Outlet
23.79
8.00
4.13
4.13
Elapsed: 0
minute(s) 3
second(s)
Project Title: Harbour Village Eastern Lots - 97005 Project Engineer: KLEIN ENGINEERING & ASSOCIATES
d:\...\harbour basin\piping_r.stm Klein Engineering and Assoc Storm CAD v1.0
04/12/98 01:27:43 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 3 of 3

Pipe Report
Pipe
Upstream
Node
Downstream
Node
Inlet
Area
(acres)
Weighted
Roughness
Coefficient
Inlet
CA
(acres)
Total
CA
(acres)
System
Intensity
(in/hr)
Discharge
(cfs)
Length
(ft)
Constructed
Slope
(ftift)
Section
Size
Roughness
Capacity
(cfs)
Upstream
Invert
Elevation
(ft)
Downstream
Invert
Elevation
(ft)
Upstream
Ground
Elevation
(ft)
P-14
G
1-13
0.52
0.68
0 35
0.35
8.15
2.90
260.00
0,001500
15 inch
0.013
2.50
4.10
171
6.60
P-15
1-13
J-6
0.12
0.68
0.08
0.44
7.78
3.41
144.00
0.002153
15 inch
0.013
3.00
3.71
3.40
7.10
P-16
J-6
1-12
NIA
N/A
N/A
0.44
7.60
3.33
72.00
0.002083
15 inch
0.013
2.95
3A0
3.25
8.00
P-17
1-12
J-5
1.85
0.68
1.26
1.69
7.51
12.82
100.00
0.002000
24 inch
0.013
10.12
3.25
3.05
7.50
P-18
J-5
J-4
N/A
N/A
NIA
1.69
7.43
12.68
100.00
0.002000
24 inch
0.013
10.12
3.05
2.85
8.00
P-19
J-4
J-3
NIA
N/A
NIA
1.69
7.35
12.54
12.00
0.004167
24 inch
0.013
14.60
2.85
2.80
8.00
D to E
D
E
1.68
0.68
1 A 4
1.14
8.15
9.39
26.00
0.001154
24 inch
0.013
7.68
3.24
3.21
7.00
A to B
A
B
0.59
0.68
0.40
0.40
8.15
3.30
170.00
0.004118
15 inch
0.013
4.14
4.80
4.10
7.80
B to C
B
C
0.00
0.00
0.00
0.40
7.93
3.21
235.00
0.002894
18 inch
0.013
5.65
4.10
3.42
7.90
C to E
C
E
0.49
0.68
0.33
0.73
7.49
5.55
205.00
0.001024
24 inch .
0.013
7.24
3.42
3.21
6.80
E to F
E
F
0.27
0.68
0.18
2.06
7.10
14.75
296.00
0.001014
30 inch
0.013
13.06
3.21
2.91
7.20
F to H
F
H
0.77
0.68
0.52
2.58
639
17.68
150.00
0.001000
30 inch
0.013
12.97
2.91
2.76
6.30
P-10
H
J-1
0.00
0.00
0.00
2.58
6.66
17.34
134.00
0.001119
30 inch
0.013
13.72
2.78
2.63
7.10
P-11
J-1
J-2
N/A
N/A
N/A
2.58
6.54
17.04
118.00
0.001017
30 inch
0.013
13.08
2.63
2.51
8.00
P-12
J-2
J-3
N/A
N/A
N/A
2.58
6.44
16.77
12.00
0.001667
30 inch
0.013
16.74
2.51
2.49
8.00
P-13
J-3
Outlet
N/A
N/A
N/A
4.28
6.43
27.72
30.00
0.000667
30 inch
0,013
10.59
2A9
2.47
8.00
�1SE Fog
our%- T DESt(,W
Project Title: Harbour Village Eastern Lots - 97005 Project Engineer: KLEIN ENGINEERING & ASSOCIATES
d:\...\harbour basin\piping_r.stm Klein Engineering and Assoc StormCAD vl.0
04/12/98 02:18:28 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7 55-1666 Page 1 of 1
25- `(E aR S;MIR"

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
February 19, 1998
Mr. John Klein, P.E.
Klein Engineering & Associates
322 South Fourth Street
Wilmington, NC 28401
Subject
Dear Mr. Klein:
STCUMA
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 971223
BHI-Harbour Village Eastern Basin Lots
Brunswick County
The Wilmington Regional Office received a Stormwater Management Permit Application for BHI-
Harbour Village Eastern Basin Lots on December 15, 1997. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
The bulkhead must be pulled back from the design pool elevation. The entire storage depth
of the runoff must be touching grassed area to promote nutrient uptake. Please relocate the
bulkhead further out, or reduce the width of the vegetated shelf so that the 3:1 slope up to the
storage elevation ends at the bulkhead.
2. What method will be used to ensure that the runoff from all impervious area of each lot is
directed into the system?
Provide Attachment A for restricting the BUA on each lot.
The proposed grading of the "natural drainage area" for infiltration has not been shown. The
only way for me to verify the required storage is to have these contours clearly delineated and
labelled. The narrative indicates the intent is to leave this area natural and not do any grading.
Since the overall project exceeds low density, you must meet the infiltration requirements of
the State, which require storage, infiltration within 5 days, minimum .52" per hour infiltration
rate, and a bypass for the excess design storm. Simply stating that the area, in it's natural
state, will meet the requirements is not sufficient. You have to prove it.
5. Please indicate the locations of the inlets (ie., roof drains) into the infiltration area.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

Mr. Klein
February 19, 1998
Stormwater Project No. SW8 971223
6. Please note the location and label the infiltration area on the cover sheet as you have done for
the pond. It will be a permitted part of the treatment system for this project.
7. Please locate and label the bypass structure for the infiltration pond.
8. I must put the site visit off until the infiltration design is submitted. Please make sure that the
basin is located, and that all existing utilities within the area are noted on the plans as to
location and depth.
9. The top of the weir or catch basin will be the storage depth. If the top is at 6, then the storage
depth elevation is not 5.9 as noted in the pond section detail.
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 March 19, 1998, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
RSS/arl
cc
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
S:\WQS\STORMWAT\ADDIXFO\971223.FEB
Linda Lewis
Central Files

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
January 8, 1998
Mr. Ken Stewart
Bald Head Island, Inc.
PO Box 3069
Bald Head Island, NC 28461
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject: Detention Pond@
Harbour Village
Stormwater Project No. SW8 971223
Brunswick County
Dear Mr. Stewart:
This letter is in response to our meeting yesterday concerning your desire to proceed with the relocation and/or
construction of utilities in the existing street in order to provide the necessary stormwater collection system for the
future development of Harbour Village. As discussed, if the current constructed built -upon area, including sites under
construction, does not exceed that maximum as stipulated in the CAMA permit, then you may allow the construction
of buildings and streets up to the maximum allowed by the CAMA permit. Until that maximum is reached, the project
will not be in violation of any stormwater permit issued by DWQ.
As your attorney explained in the meeting, the window of opportunity to construct the necessary utility
relocations is January and February because a minimum number of residents will be inconvenienced by the
construction. Sewer service may be unavailable for up to 2 weeks. I believe Carol Miller has been in contact with you
today regarding the Sedimentation Erosion Control aspect of the project. The project is covered under an existing SEC
plan. You will be required to submit a modified SEC plan to the Land Quality Section, however, the utility line
relocation/construction activities as described during the meeting may proceed.
Pond design must be permitted and construction completed prior to exceeding the maximum built -upon area
as stipulated in the CAMA permit. I anticipate review of the plans submitted by February 15, 1998, however, factors
beyond my control may delay that review.
If you have any questions, please do not hesitate to call me at [phone].
Sincerely,
QQ�� '
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\LETTERS\971223.JAN
cc: Ken Kirkman, Attorney
Ed Brooks, DCM
Carol Miller, LQS
cuin! LewisZ
127 North Cardinal Dr., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10°/ post -consumer paper

M ECEIVEDD DEC 1 5 1998,
KLEIN ENGINEERING
AND ASSOCIATES
December 11, 1997
Ms. Linda Lewis
NC DENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Harbour Village Easter Basin Lots, Bald Head Island
Brunswick County, Engineered System Submittal
Dear Ms. Lewis:
322 South 4th Street
Wilmington, NC 28401
[phone]
File No.: 97005
Please find enclosed submittal for the above referenced project. The project involves providing an
engineered submittal for a project area east of the existing Bald Head Island Marina boat basin. The
area is comprised of acreage included in prior submittal permit number SW8960102 as well as
additional areas south of the prior area. Included for your review are the following:
1. Completed application form and application fee of $385
2. Three (3) copies of the Drawings
3. Three (3) copies of the Storm Drainage Narrative package which includes Narrative, Calculations
and O&M Agreement.
4. Three (3) copies of the Soils Report information regarding the Common Area to be left in it's
natural state for infiltrative purposes.
We have also enclosed a letter from the Kenneth M. Kirkman, Legal Council for Bald Head Island
stressing the need for expedience due to the current litigation with the prior permitted plans. Any
consideration in this matter would be greatly appreciated.
Should there be any questions concerning the enclosed items or additional copies desired, please
contact our office.
Sincerely,
KLEIN ENGINEERING AND ASSOCIATES
JQAN K. KLEIN, PE
enclosures
cc: Mr. Andy Sayre, BHI

STORMNATER
p E C E l y� r�
DEC 15 1997
INSPECTION AND MAINTENANCE PROCEDURES P R 0 J #JaJ 9' /IZZ
HARBOUR VILLAGE EASTERN BASIN LOTS
Bald Head Island, Brunswick County, North Carolina
1. INTRODUCTION
In the fall of 1987, the Environmental Management commission (EMC) adopted new stormwater
regulations effecting all twenty (20) coastal counties of North Carolina. The new regulations require
that any project requiring submittal of a Sedimentation and Erosion Control Plan be also required
to meet the new requirements regarding stormwater runoff control.
The new regulations require that stormwater from the first one (1) inch of runoff from all built -upon
surfaces of the Harbour Village Eastern Basin Lots project be contained onsite with any additional
runoff being allowed to leave the site. Built -upon surfaces include parking lot pavement, sidewalks
and roof areas. Containment of runoff may be accomplished using either a subsurface infiltration
system or stormwater detention facility. For the Eastern Basin Lots project, detention was chosen
as the primary method while a small remote undeveloped area is to be retained for natural
infiltration.
The purpose of this Plan is to help educate the User Facility as to the working of the drainage system
as well as inspection and maintenance requirements. In providing the information in this fashion,
it is hoped that the Owners will understand the need for scheduled maintenance items.
Permitting and construction of the detention pond will be by Bald Head Island Limited, herein
referred to as BHI. Upon satisfactory completion, BHI shall retain ownership of the detention pond
disposal area.
2. OPERATION OF DETENTION POND SYSTEM
A. Maintenance
Routine maintenance as detailed below is required for the detention pond. To provide for this, BHI
shall be responsible for all required maintenance. In lieu of performing the direct maintenance, BHI
may contract this service to an independent maintenance entity; however, all responsibilities for
enforcing these restrictive covenants shall reside with BHI.

L
Page Two
Inspection and Maintenance Plan
Harbour Village Eastern Basin Lots
B. General Operational Concepts
The detention pond is intended to provide some measure of sediment and nutrient filtration within
the vegetation along the pond perimeter as well as promoting infiltration of runoff into the
subsurface groundwater.
The use of a pond allows a more intensive built -upon area to be developed and is a permitted
method for stormwater treatment in compliance with the State of North Carolina Administrative
code Section 15 NCAC 2H.1000, Stormwater Runoff Disposal.
C. Inspection Requirements
As a minimum, the following maintenance procedures shall be followed for each pond:
(1) General: Side slopes shall be kept mowed and clear of debris. Vegetation shall be kept to a
maximum height of eight (8) inches and mowing shall be scheduled accordingly.
(2) Upon Completion of Construction:
a. Any sediment deposited in detention pond shall be removed to obtain design depth, slopes and
specifications.
b. The wetted perimeter shall be planted with water resilient vegetation appropriate to soil and site
characteristics; the remaining pond slopes shall also be vegetated and planted with vegetation
appropriate to soil and site characteristics. All slopes shall be maintained to ensure growth of such
vegetations.
c. All drainage features shall be inspected and cleaned of sand, silt or foreign materials. These
features include, but not limited to, the pond outlet structure trash screen, outlet orifice and site
drop inlet and catch basin grates.
d. Any component which is determined to be not performing satisfactory in its intended usage shall
be repaired or replaced to original design specifications.
(3) After Each Runoff Producing Rain:
a. Any sloughing, erosion or vegetative wash -out of the pond slopes shall be repaired immediately.
b. All drainage features shall be inspected and cleaned of trash or foreign materials. These features
include the pond side slopes, pond outlet structure trash screen, outlet orifice and site drop inlet and
catch basin gates.

Page Three
Inspection and Maintenance Plan
Harbour Village Eastern Basin Lots
c. Any component which is determined to be not performing satisfactory in its intended usage shall
be repaired or replaced to original design specifications.
(4) Semi -Annually:
a. The detention pond shall be checked for siltation and filling. Should the bottom elevation exceed
the design bottom elevation, the pond shall be excavated six (6) inches below the design elevation
to allow solids accumulation due to siltation and filling.
DETENTION POND STORMWATER SYSTEM
OWNER:
Bald Head Island Limited, Inc. By: Xcyae7�y lt7,
P.O. Box 3069 (Print Name and�T�le)
Bald Head Island, NC 28461 �—
Signature:
Date: %%
STATE OF NORTH CAROLINA
Gina Marie Kasen
a Notary Public of the State of North Carolina,
County of New Hanover , Hereby certify that Kenneth M
appeared before me this day and executed the above certification.
Kirkman
Witness
myhand and notarial seal, this 9th day of December, 1997.
(Notary Public)
My Commission expires 10-18-99
personally
f NO4 r4,9 rz
- pGeIIG '2'.
����'• ......... �.y
�i... COS``

1
1
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1
1
1
RECIF, Iv
DEC 15 1997
BY: g� 202
BALD HEAD ISLAND STORMWATER
INFILTRATION STUDY
BALD HEAD ISLAND, NORTH CAROLINA
S&ME PROJECT NO. 1054-97-824
Prepared For:
BHI Limited
c/o Klein EngincerinE and Associates
322 South.4` Street
Wilmington, North Carolina 28401
Prepared By:
S&ME, Inc.
3100 Spring Forest Road
Raleigh, North Carolina 27616
October 30, 1997

I
1
i
1
1
1
IJ
S 6E
October 30, 1997
BHI Limited
c/o Klein Engineering and Associates
322 South 4"' Street
Wilmington, NC, 28401
Attention: Mr. John Klein
Reference: Bald Head Island Stormwater Infiltration Study
1
Bald Head Island, North Carolina
S&ME Project No. 1054-97-824
1
Dear John:
1
S&ME, Inc. (S&ME) has completed a preliminary stormwater infiltration study at Bald
Head Island in accordance with our proposal P1294-97V. The study was performed to
1
evaluate the subsurface conditions and groundwater hydrology of an area of the island
proposed for the infiltration of stormwater. The study included classification of soil
1
conditions at the site, a review of applicable literature, and an estimation of groundwater
flow conditions from a conceptual infiltration. plan.
1
IN SUMMARY
i
The site appears to be suitable for the proposed construction. A conceptual plan suggests
1
that the site area will be able to provide storm water infiltration for an impervious area of
at least 1.3 acres. Groundwater levels at Bald Head Island are largely controlled by tidal
1
variations. We estimate the seasonal high water table is about elevation +3.0 MSL. One
or more deeper soil borings are recommended to be drilled at the edge of the creek to
1
confirm subsurface conditions. The creek bank appears to be undergoing scour. BHI
Limited may want to consider some means of stabilization of this creek bank to prevent
1
further reduction of site area.
S&ME, Inc. 3100 Spring Forest Road, Raleigh, North Carolina 27616, [phone], Fax [phone]
Mailing address: P.O. 0ox 58069, Raleigh, North Carolina 27656-6069

1 Bald Head Island Stormwater Infiltration Study S&ME Project No. 1054-97-824
Bald Flead Island, NorthCarolina October 30, 1997
t
1
1
F
13ACKGROUND
In 1988, the State of North Carolina adopted storm water runoff disposal rules (15A
NCAC 2H.1000), requiring new developments in coastal counties to implement
stormwater management practices to retain stormwater runoff from the first 1.5-inches of
rainfall. Bald Head Island, located in Brunswick County, is a 2-mile long barrier island
that forms Cape Pear. The island has been developed as a resort with a marina,
residences, and recreational facilities. Currently, Bald Head Island utilizes at least one
infiltration basin and a series of drainage swales to contain stormwater runoff. Additional
stormwater-holding capacity is required on the island.
Current plans for increasing stormwater runoff control include the construction of a
second infiltration basin or subsurface trench system. Two areas located south of the
marina are being considered for development. The first area is within an area of dredged
spoils. This area was examined by S&ME in a site walkover in early September 1997.
The second area being considered encompasses a natural area and appears to be more
favorable to development. This second area is termed the study area in this report and
was evaluated in greater detail under the scope of work outlined in our proposal.
The study area is slightly less than one acre in size and is located south of the intersection
of Windward Court and Leeward Court (Figures 1 and 2). The undeveloped property is
triangular in shape and borders Lots 7 through 15. The south edge of the site borders a
tidal creek. In order to preserve the character of the open space, the development is
considering construction of an infiltration trench system in lieu of a surface basin. The
Division of Water Quality has expressed concern that use of a subsurface trench system
might result in a breakthrough of stormwater to the creek.
The existing stormwater basin located on the island was evaluated over an 18-month
period in 1988 and 1989 as part of a study performed to evaluate the effectiveness of
2

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Bald Head ]stand Stonnwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NorthCarolina October 30, 1997
stormwater infiltration ponds on the Outer Banks of North Carolina. The report found
that the infiltration pond at Bald Head Island effectively collected the first 1.5 inches of
rainfall and that the seepage rate was sufficient to draw the pond down within five days.
Data collected at the site (and a second site at Surf City) were used to model infiltration
rates for ponds constructed on the Outer Banks.
FIELD ACTIVITIES
S&ME personnel returned to the site on September 16, 1997 to conduct a soil survey of
the Study Area bordering Lots 7 through 15. The survey consisted of eleven hand auger
borings, located approximately as shown on Figure 2. Each boring was advanced to
groundwater, which was encountered between 6 and 6.5 feet below ground surface (bgs).
Pour subsurface soil samples were collected for gradation testing.
Soil profile descriptions were prepared in the field by describing the physical properties
of the soil including the texture, structure, color, the presence or absence of restrictive
horizons and depth to water in each boring. Each boring was backfilled at its completion
and flagged for later location by survey. The edge of the tidal creek was examined; both
at high and low tide, during the course of the work.
SOIL CONSERVATION SERVICE SOIL MAPPING
S&ME reviewed the Soil Conservation Service (SCS) Soil Map for Brunswick County to
identify soil series mapping for Bald Head Island. Soils in the study area have been
mapped by the SCS as Newhan fine sand, which is part of the Bohicket-Newhan-LaFitte
soil system. Newhan soils are common to the Outer Banks and barrier islands of North
Carolina. Newhan soils are excessively drained'and consist of deep (seven feet or more)
fine sand with shell fragments. Permeability values for Newhan soils were stated in the
publication as being greater than 20 cm/hour (Appendix I).
�Chescheir, G. M., Fipps, G., Skaggs, R. W., 1990, Analysis ofStormwater Infiltration Ponds on the Omer
Banks, Report No 254. Water Resources Research Institute of the University of North Carolina).
3

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Bald Head Island Stormwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NorthCarolina October 30, 1997
LITERATURE REVIEW
S&ME reviewed the Chescheir et. al. 1990 report to develop groundwater hydrology data
for the site. The following points were noted in our review as pertaining to Bald Head
Island:
• Water table levels are strongly influenced by tidal fluctuations.
• Measured hydraulic conductivity values averaged 43.9 cm/hr for horizontal
conductivity to 65.1 cm/hr for vertical conductivity.
• Ground elevations range from 1.6 m to 2.8 m (5 to 9 feet) above mean sea level
(MSL).
• The average pond drawdown rate at Bald Head Island was four times the rate at Surf
City (i.e., water stood in the pond at Bald Head Island for much shorter periods).
RESULTS OF THE FIELD STUDY
S&ME's site evaluation consisted of 11 hand auger borings (Figure 2) advanced to the
depth of the water table. Copies of the hand auger boring logs are included in Appendix I.
Water was encountered at depths ranging from 6 to 6.5 feet bgs depending on the ground
surface elevation and the tide level. Figure 3 shows the depth to the water table on
September 16, 1997 for each of the borings. Based on the ground surface elevations
provided by BHI Limited, the ground surface elevation in the Study Area ranges between
8.2 to 8.5 feet MSL.
The borings encountered predominately light gray (Munsell color 10 YR 7/2) to tan fine
sands containing some fine to coarse shell debris. Very dark grayish brown (10 YR 3/2)
clay lenses approximately three inches thick, were found in two borings, (HA-2 and HA-
4) at a depths of 5 feet and 6.7 feet bgs, respectively. Based on their limited thickness
and presence in only two borings, the clay lenses appear to be discontinuous.
4

tBald Head Island Stormwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NortliCarolina October 30, 1997
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[1
A layer of weakly cemented brown sand (10 YR 5/3) was encountered in four of the
borings (FIA-2, HA-3, HA-4, and FIA-8). Where it occurs, it is between 4.5.and 7 feet bgs
and is up to two feet thick. This material is more restrictive than the overlying clean sand.
Although this layer appears to be discontinuous, it may exist over as much as 40 to 50
percent of the Study Area. Figure 4 shows the depth to the top and bottom of the
restrictive horizon in the four borings where it was encountered.
The cemented brown sand was also observed at several locations along the exposed
beach surface at low tide. Because it is somewhat consolidated, the cemented material
stands out in strong relief to the loose sand that comprises the shoreline. The shoreline
appears to be undergoing some scour, as there was evidence of undercutting of the, creek
bank with recently collapsed vegetation along the shore.
We found little or no indication of redoximorphic soil conditions that would be indicative
of a seasonal high water table. According to Chescheir, variations in the water table at
Bald Head Island are impacted more by tidal variations than by seasonal variations in
precipitation. This observation was confirmed during the site work. At the time the
borings were initiated, the groundwater elevations in the first two borings ranged between
2.6 and 2.7 feet MSL. Groundwater elevations in the borings continued to fall during the
course of the work. Groundwater elevations in the last two borings ranged between 1.7
and 1.8 feet MSL. These work activities were performed during'a falling tide.
The top of the brown cemented sand (restrictive zone) ranges from elevation 4.45 to 2.0
MSL, with thicknesses ranging from approximately two inches to 2.83 feet. The position
of the restrictive zone does not appear to be related to current water table ranges.
Evaluation of the groundwater level and position of the restrictive zone suggests the zone
does not tend to perch water levels. (Appendix II, page.1) Groundwater depth and
elevation data are shown in Table 1 below.
5

I
Bald Head Island Stormwater Infiltration Study S&ME Project No. 1054-97-824
Bald I -lead Island, NorthCarolina October 30, 1997
Table 1
Summary of Elevation Data,
Bald Head Island
Boring
Surface
Water Table
Water Table
Restrictive Zone
Number
Elevation
Depth (bgs)
Elevation (MSL)
Elevation
HA-1
8.55
6.0
2.55
NP
i-IA-2
8.33
5.67
2.66
3.33 to 2.66
HA-3
8.27
6.17
2.1
3.27 to 1.27
HA-4
8.58
6.5
2.08
2.0 to 1.83
HA-5
8.31
6.17
2.14
NP
HA-6
8.31
6.17
2.14
NP
HA-7
8.32
6.08
2.24
NP
HA-8
8.37
6.42
1.95
4.45 to 1.62
IIA-9
8.55
6.58
1.97
NP
HA-10
8.39
6.67
1.72
NP
I-IA-11
8.37
6.58
1.79
NP
' Notes: All data are in feet
NP Not Present
Survey data provided by Bald (lead Island Limited. All elevations are referenced to mean sea
tlevel (MSL)
The seasonal high water table is estimated to occur at elevation +3.0 MSL. This
' corresponds favorably to recorded periods of high water levels measured at the site in
December 1986 and August 1988 (Figure 1). It also corresponds favorably with the
' highest recorded groundwater elevations measured by Chescheir between 1988 and 1989.
' RESULTS OF GRADATION TESTING
Four samples were submitted for grain size analysis testing (ASTM D-422). The results
of the tests are shown on the individual Grain Size Data Sheets included in Appendix. I.
The samples included three samples of sand obtained from borings HA-8, HA-9, and
HA-10 and one sample from HA-2 of the brown cemented sand.
t
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Bald Flead Island Stormwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NorthCarolina October 30, 1997
The test results suggest the soil characteristics of the clean sands are similar among the
three samples of this material. Each contained less than 4 percent fines (passing the 200
sieve). The sample obtained from the cemented sand contained approximately 10 percent
fines. Uniformity Coefficients (1360/131o) ranged from 1.8 to 2.8, indicating the sands are
' poorly graded.
1
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ESTIMATION OF HYDRAULIC CONDUCTIVITY
Two methods were used to estimate hydraulic conductivity of the site soils from the
gradation test data. Table 2 presents two estimates of hydraulic conductivity determined
by Hazen's Method and a curve fitting method by Moretrench3.
Table 2
Summary of Estimated Hydraulic Conductivity Values
Bald Head Island
Method Hydraulic Conductivity Description of Method
Hazen 204 Proportional to (D 10)2
Moretrench 320 Curve Fitting, D50 and CU
1 Table 2 shows reasonable agreement between the two methods of estimating Hydraulic
' Conductivity. Both are slightly higher than values shown in Table 3 that were measured
in the field (from the Chescheir report). Table 3 contains a third value that was obtained
' from a study at Bogue Banks. Chescheir used this value in the numerical modeling of the
Bald Head Island infiltration pond in 1988 and 1989.
z Dawson, K.J., lstok, J.D., 1991, Aquifer resting Design and Analysis oJPumping and Slag Tests, Lewis
Publishers, Chelsea Michigan, pg-29
7

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Bald Bead Island Stormwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NorthCarolina October 30, 1997
Table 3
Summary of Measured Hydraulic Conductivity Values
Bald Mead Island
Hydraulic Conductivity Description of Method
In 10-4 cm/sec
180 Vertical Conductivity measured on subsurface soils at Bald Head Island in 1988
122 Horizontal Conductivity measured on subsurface soils at Bald I -lead Island in 1988
54 Study on Bogue Banks
INFILTRATION BASIN CONCEPTUAL MODEL
S&ME formulated a conceptual model of a possible infiltration system to evaluate the
effect of a series of subsurface trenches on groundwater flow beneath the Study Area.
The conceptual system consists of three trenches aligned along the property boundaries
connected to a series of parallel trenches installed on 20-foot centers through the interior
of the site. Figure 5 shows the conceptual trench layout. The layout shown results in a
total of 880 linear feet of trench construction. All of the trenches were terminated 25 feet
from the creek. It is our understanding that the infiltration trenches are not limited to the
30 foot setback requirements stated in the Stormwater Management Regulations (15A
NCAC 2H .1000)
Figure 6 shows a conceptual trench construction detail. The depth to the seasonal high
water table is approximately 5 feet bgs (elevation 3.0 MSL). Allowing a ,two; foot
separation between the bottom the trench and the water table and terminating the top of
the drain approximately 12 inches bgs, it may be possible to use a perforated pipe section
approximately 18 inches in diameter. Three pipes were used in each trench in the
evaluated conceptual model to provide as much initial storage capacity as possible. If
t Driscoll, F.G., 1989, Groundwater and Wells. Second Edition, Johnson Filtration Systems, St. Paul,
8

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Bald Head Island Stormwater Infiltration Study S&MC Project No. 1054-97-824
Bald Head Island, NortliCarolina October 30, 1997
site grades permit, the use of two 24-inch pipes located side by side would provide even
greater storage.
The pipes in the conceptual model are bedded in washed stone. The excavations are
assumed to have battered sides (1:2 FIN). Interior trenches are assumed to be located on
20-foot centers. To minimize the potential for breakthrough of the storm water to the
tidal creek, the eastern -most trench located parallel to the creek would be located at least
25 feet from the creek. (centerline of the trench is located 29 feet from the creek). Based
on the conceptual model, the system would have a capacity of approximately 7040 ft3 or
approximately 52,660 gallons. This represents the runoff from a 1.5-inch rain event from
an area of 1.3 acres.
SEEPAGE ESTIMATES
In evaluating the effect the trenches will have on groundwater, we used the value of
hydraulic conductivity of (K=0.192 m/hr.) suggested in Chescheir's report derived from
the Bogue Banks study. The lower value was used for two reasons: 1) as a factor of
safety to simulate a decrease in conductivity that may occur over time as the system
becomes partially plugged with fines, and 2) because the model presented in Chescheir's
report apparently calibrated well with conditions at Bald I -lead Island.
The drainage calculations were made without the benefit of deeper subsurface lithologic
data. The deepest hand auger borings extended approximately 6 to 7 feet bgs. We have
no subsurface data below that depth. For the purpose of our evaluation of groundwater
now, we assumed a conservative case where the surficial sands rest on marine clay at
elevation —3.0 MSL or approximately six feet below the seasonal high water table. This
assumption was based on the typical characteristics of a migrating island dune field over
a tidal marsh. The marine clay functions as an impermeable barrier to downward ground
water flow.
t
' Minn., pg-738
9

Bald Head Island Stonnwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NortliCarolina October 30, 1997
' Since the proposed site is located closer to the creek than to the marina, the center of the
system. (area of maximum mounding) is presumed to be located on the east flank of a
' north -south trending groundwater divide that is centered along the axis of the island
between the creek and the marina. Because of this, we assumed that drainage from the
tsystem will occur primarily to the east, with some radial flow from the sides of the
system occurring to the north and south. We also assumed there are no other significant
' infiltration sources located within 300 feet north or south of the study site.
' In order to simplify the evaluation of the impact to groundwater at the site, the trenches
were assumed to fill instantaneously, then drain into the underlying and surrounding soil.
Water levels in the surrounding soil between the trenches were assumed to stabilize at the
same level as the remaining water in the trench. Discharge to the creek was then
' evaluated based on all areas within the system perimeter having the same hydraulic head
above the marine clay. The creek was assumed to have a different (lower) hydrat.tlic head
' above the clay. Determination of the flow was based on the difference between the two
heads.
Based on this simplification, a 1.5-inch rainfall event would fill the infiltration system.
' The system would drain into the surrounding soil raising the water level two feet. Since
the site is subject to the same rainfall infiltration, rain falling on the site would result in
an additional increase in height of the water table.
' The site soils were assumed to have an effective porosity or drainable pore space (Sy) of
20 percent. The total trench volume was calculated to be approximately 12 ft3 per linear
' foot. Including the volume of the three pipes and an assumed porosity value of 40
percent for the washed stone, the trenches have an effective drainable void space of 8 ft3
' per liner foot. Complete drainage of the trenches into the surrounding soil would result in
a two -foot increase in the water table as the surrounding soil between the parallel
' trenches also has 8 110 of drainable pore space per linear foot of trench.
10

Bald Head Island Storm ater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NortliCarolina October 30, 1997
1
A three-inch rainfall event was considered in the evaluation. The rainfall would result in
' an additional increase in the water table of 1.25 feet (0.25 ft of water divided by 0.2 for
porosity). Thus, the total net rise in the water table considered in the evaluation is 3.25
' feet. Based on the position of the assumed clay at —3.0 feet MSL. The total head within
the system area is 9.25 ft. {3.0 MSL+3.25 ft increase minus (-3.0 ft. MSL)}. Assuming
' the creek is at low tide, the head at the creek is 3 ft above the clay or 0.0 feet MSL.
1
1
1
RESULTS OF THE ANALYSIS
Since groundwater levels are controlled by tidal variations, it is unlikely that the water
table would be at its seasonal high at low tide. However, using this assumption
represents a worst case (maximum head) scenario and therefore, should be conservative
Groundwater discharge to the creek was evaluated using a difference in head of 6.25 feet
from the edge of the easternmost trench to the creek located 25 feet away. The calculated
discharge for the conditions specified above is 34.9 cubic feet per day per square foot of
discharge area. Conservatively estimating the discharge area to be 200 linear feet by 3
feet deep, the calculated discharge is 52,210 gallons per day. In reality, the discharge
area is larger because of the additional flow that occurs radially.
This calculation results in an average gradient of 0.25 measured between the edge of the
easternmost trench and the creek. A gradient this steep is difficult to obtain in the clean
sands that are present at the site. The rapid response in groundwater levels caused by
tidal changes suggests that fluids move freely through the site soils. The trenches begin
to drain as they fill. Gradients will be much flatter as drainage from the perimeter trench,
including the easternmost trench near the creek, will occur rapidly as the water drains
into the unsahtrated sands between the trenches. Any mounding will occur along the
interior trenches but will not exceed the hydraulic head in the trenches.
A better approximation of gradient would be to assume the 6.25-foot head difference is
measured from the center of the system (point of maximum mounding) located

Bald Flead Island Stonnwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NorthCarolina October 30, 1997
1
1
approximately 65 feet from the creek. The average gradient for this case is 0.089 {6.25/
(25 ft. + '/, of the system width this would produce a corresponding flow rate of 20,000
gallons per day. Using the lower value of hydraulic conductivity, stated above, the trench
system would drain in approximately 4 days. If a the higher value of conductivity K1,
measured at the site in 1988 is used, discharge rates would increase proportionally to
roughly 40,000 gallons per day and the system would drain in approximately 2+ days.
The drainage time also includes the system water plus rainfall that fell within the IStudy
Area.
CONCLUSIONS
• S&ME completed a preliminary study of shallow subsurface conditions at a site
(Study Area) on Bald Head Island that has been proposed for construction of a
stormwater infiltration structure. The work included the advancement of 11 hand
auger borings, gradation testing of soils, a literature search, and an estimation of
groundwater hydrology conditions.
• Seepage rates calculated using numerical methods suggest that construction of a
subsurface infiltration system with an effective capacity of 52,660 gallons should
allow infiltration of the first 1.5 inches of storm water from an area of the
development sized approximately 1.3 acres,
• A cemented sand horizon is present within portions of the site. The material is more
restrictive than the clean sand and will require additional excavation during
construction.
• The system conceptual design is based on the analysis of limited site data and
available literature. Many unknowns exist and the effective capacity of such a
system cannot be precisely determined. However, by selecting conservative
assumptions, the conceptual system should function without adverse impact to the
creek that forms the east border of the study site if the trench system is constructed
with a 25-foot setback from the creek.
12

' Bald Head Island Stonnwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NortbCarolina October 30, 1997
RECOMMENDATIONS
' • At least one additional shallow boring is recommended to define deeper subsurface
conditions along the creek
• Discharge from the system to the groundwater is estimated to be between 20,000 to
40,000 gallons per day. Because of the scour that is occurring along the edge of the
creek, some means of slope protection or bulkhead construction may be warranted to
prevent further reduction of the creek bank. and the resulting distance between the
system and the creek. Any groundwater discharge occurring from this conceptual
' system and the creek bank would tend to accelerate this process.
• The conceptual model should be integrated into a preliminary drainage plan based on
' the design requirements needed for this site. The preliminary design should be
reevaluated in light of the additional subsurface information.
' • The cemented sand horizon is restrictive and will reduce infiltration rates. The
presence or absence of the restrictive zone should be evaluated during construction.
Where it is present within the trench area, trench excavation should be advanced
' through the horizon and the cemented material replaced with clean sand..
ILIMITATIONS OF REPORT
' This report has been prepared in accordance with generally accepted geotechnical practices
for specific application to this project. The conclusions and recommendations contained in
' this report are based upon applicable standards or our practice in this geographic area at the
time this report was prepared. No other warranty, express or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data
' obtained from a very limited subsurface exploration. The nature and extent of variations
between the borings will not become evident until construction. If variations appear
' evident, then we will re-evaluate the recommendations of this report. In the event that any
changes in the nature, design, or location of the structure, etc. are planned, the conclusions
' and recommendations contained in this report will not be considered valid unless the
changes are reviewed and conclusions modified or verified in writing.
13

Bald Head Island Stormwater Infiltration Study
Bald Head Island, NorthCarolina
S&ME Project No. 1054-97-824
October 30, 1997
We strongly recommend that S&ME be provided the opportunity to review the final design
plans and specifications in order that earthwork recommendations are properly interpreted
and implemented.
CLOSING
S&ME appreciates the opportunity to be of service to you and the Bald Head Island
Planning Department. Please call us at [phone] if you have any questions or if we
can be of further service.
Sincerely,
S&ME, Inc.
Gva.ca�i��
Walter J. Beckwith, P.G.
Manager, Assessment Department
E— inest P. Parker, J ., P.E., P.G
Vice President
Attachments
K:\....\1054-97-824\ report
14

Bald Head Island Stonnwater Infiltration Study S&ME Project No. 1054-97-824
Bald Head Island, NorthCarolina October 30, 1997
I
REFERENCES
Coastal Environmental Services Company, April 8, 1997, Soil Borings and Onsite
Investigations, Harbor Village Area, Bald Head Island, Brunswick County, North
Carolina. Consultant's report submitted to Bald Head Island Planning Department
Chescheir, G.M., Fipps, G., Skaggs, R.W., 1990, Analysis ofStormwater Infiltration
Ponds on the North Carolina Outer Banks, Report No. 254, Water Resources Research
Institute of the University of North Carolina
Dawson, K.J., Istok, J. D., 1991, Aquifer Testing Design and Analysis of Pumping and
Slug Tests, Lewis Publishers, Chelsea Michigan, pg-29
Driscoll, F.G., 1989, Groundwater and Wells. Second Edition, Johnson Filtration
Systems, St. Paul, Minn., pg-738
I State of North Carolina, Department of Environment, Health, & Natural Resources,
Division of Environmental Management, Administrative Code Section 15A NCAC 2H
.1000 Stormwcrter Management Amended effective December 1,1995, Environmental
Management Commission, Raleigh North Carolina
USDA Soil Conservation Service, 1986, Soil Survey ofBrunsivick County North
Carolina
USEPA, July 1986, Criteria for Identifying Areas of Vulnerable Hydrogeology Under the
Resource Conservation and Recovery Act. Appendix B Ground -water flow net/Flow line
Construction and analysis Interim Final, Office of Solid waste and Emergency Response,
Washington DC 20460 NTIS Publication Number PB86-224979
1
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MEAN HGH WATER MEAN HGH WATER
2.9' N G.VD. 2.9' NLG.VD. 1 M �M aATIR 93
DECEMBER. 1986 AUGUST 1988
GROIN s I WM HJI ■A70 N
GROIN s 2
ON
GROIN
1
BALD FEAD ISLAND
MARNA
______ ___ _
11 • s
\ • ♦ e
Joe 0 0 ii
a
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j � a
♦
HOM WATER w MEAN HIGH WATER
�, • 2.9' N.G.VD.
DECEMBER.1986
!!OL M
IrJ �H
SIyDY AREA
�ew,w uial
v ■nm
a� 200 0 200 400
SCALE: 1- - 100'
5a�2ce ; PRECIMiNPILw VQAW Nb kLE/N EVC/ VEEKI Kv AND A65x, "Geo}Ecr 9 /oos, $NEST Z
SITE MAP ,lob No. 1 054-97-824
Stormwater Infiltration Study Scale: l =Zoo Fr
Bald Head Island SAW
Brunswick Count North Carolina ENVIRONMENTAL SERVICES Fig NO,
y ENGINEERING - TESi1NG

BORING LOCATIONS Raleigh Branch Job No. 1054-97-824
100 Spring Forest Road I
Stormwater Infiltration Study P.O. Box 5806s3Scale:
Brunswick County, North Carolina /;2-260 1 N 30'
Bald Head Island Ralelgh, N.C. 27656-6069
ENVIRONMENTAL SERVICES Fax [phone] fi9827 FigNo. 2
ENGINEERING • TESTING

io
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DEPTH TO WATER eamE Raleigh Branch Job No. 1054-97-824
3100 Spring Forest Road
Stormwater Infiltration Study P.O. Box 55069 Scale: 1" N 30,
Bald Head Island /a Raleigh, N.C. 2765E-5069
[phone] Z
Brunswick County, North Carolina ENVIRONMENTAL SERVICES Fax [phone] Fig No. J
i ENGINEERING - TESTING

7
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13
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APPOC)X/MAi E EDGE OF CZEEK 5AN9 �
DEPTH AND THICKNESS OF
RESTRICTIVE ZONE eamE Raleigh Branch Job No. 1054-97-824
3100 Spring Forest Road Stormwater Infiltration Study Raleigh. R.Cox 5e089 8069 Scale: i 1I z 30,
72-260
Bald Head Island ENVIRONMENTAL SERVICES Fox919(9198) 7906
�;9827 Fig No. 4
Brunswick County, North Carolina ENGINEERING • TESTING

7
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3100 Spring Foraal Road B
Stormwater Infiltration Study P.O. Box 58099 Raleigh,O68 Scale: N
Bald Head Island ENVIRONMENTAL SERVICES Fox919(919)72-2660 790-982 FigNo. S
Brunswick County, North Carolina ENGINEERING • TESTING

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cE
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o\" 7 } '
SOIL 'r' IS�� 7��P,
6 V
Msc
2oFf FOL' WrC..'�0,Z TRAINS �� Z¢iI
' � �A50NAL �'l16 /-1 WAiEK iA IbGE
$PAWrj CEhaEArfEI� SANS
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ASSUMED /NAIL/NE CLAY
CONCEPTUAL TRENCH DETAIL ,lob No. 1054-97-824
Stormwater Infiltration Study Scale: None
Bald Head Island
Brunswick Count North Carolina ENVIRONMENTAL SERVICES Fig No. �
y' ENGINEERING - TESTING

I
Brunswick County, North Carolina
TABLE 17.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS --Continued
tMap symbol and IDepthlClay 1 Moist I Permea- lAvailablel Soil ISallnitylShrink-swell
soil name I I I bulk I bility I water Ireactioni I potential
I I I densityI lca acit I
j- n i `ctfit I�I in/or I��I I
' Jo --------------- 1 0-131 5-1511.45-1.651 2.0-6.0 10.10-0.1514.5-5.5 1
Johns 113-38118-3511.40-1.60I 0.6-2.0 10.12-0.1514.5-5.5 1
38-701 2-1011.60-1.751 6.020 10.03-0.0614.5-5.5
' HrB-------------- 1 0-801 0-3 11.60-1.801 6.0-20 1 <0.05 14.5-7.3
KureD
LA -------------- 1 0-551 --- 10.05-0.501 2.0-6.0 10.20-0. 5013.6-8.4 1
Lafitte 155-72i30-8510.50-1.001 <0.06 10.15-0.2016.1-8.4
Ln---------------i 0-801 1-6 11.40-1.651 6.0-20 10.02-0.0513.6-5.5
Leon
Lu--------�---'_1 0-181 4-1811.55-1.701
�2.0-6.0 10.08-0.1214.5-5.5 1
Lumbee 118-38118-3511.30-1151 0.6-20 1012-01614.5-5.5
38-801 1-101160-1:751 60-20.10.03-0..64.5-5.5�i ' Ly --------------- 1 0-161 5-20i 1.30-1.501 2.0-6.0 10.09-0. 1313.6-5.
M5
Lg------- 10*10-0:151
Mandarin�18-351 2-9 0 �1 35 1.451 0 6 2010.03 0.0714.6.3
35-6
5
'
62-801 2-9 i1.45-1.60, 0.6-20 10.10-0.1514.5-7.3
Mk ---------- ---1 0-6 110-251 1 0.6-2.0 10. 09-0. 1515.1-7.3
Muckalee i 6-651 5-201 1 0.6-2.0 10.08-0.1215.6-8.4
Mu --------------- 1 0-5 1 2-8 11.20-1.401 6.0-20 10.15-0.2013.6-5.5
' Murvllle 1 5-801 22-8 11.60-1.751 2.0-6.0 10.05-0.0913.6-5.5
NeE� NhE-------1 0-801---)�I.60-1.75i >20 i C0.05 i3.6-7.8
--
Newhan
' NoB -------------- 1 0-161 2-8 11.55-1.751 6.0-20 10.06-0.1114.5-6.0
Norfolk `16-63118_1 351. 35_1. 451 0.6_2.0 i0.10_0.15 i4.5_5.5
63-80
' On --------------- 1 0-171 5-1511.45-1.651 2.0-6.0 10.11-0.1513.6-5.5
Onslow 117-65i15 3511.30_1.501 0.6-2.0 10.12_0.1713.6-5 .5
65-80
PaA -------------- 1 0-551 2-1211.60-1.751 6.0-20 10.05-0.1014.5-6.0
'Pactolus i55-801 2-1211.60-1.751 6.0-20 10.03-0.0714.5-5.5
Pn --------------- 1 0-111 5-1511.20-1. 401 2.0+6.0 10.20-0. 3013.6-5.5
Pantego 111-15118-3511.30-1.401 0.62.0 10.12-0.2013.6-5.5
' 115-80118-4011.25-1.401 0.6-2.0 10.15-0.2013.6-5.5
Pt.
I I I I I
Pits I I I I I I
' Ra --------------- 1 0-151 5-2011. 30-1.601 2.0-6.0 10.10-0.1414.5-6.5
Rains 115-72118-3511.30-1.501 0.6-2.0 10.11-0 1514.5-5.5
72-80118-4011.30-1.501 0.6-2.0 10.10-0.1514.5-5.5
' TM -------- ------- 1 0-121 2-8 11.60-1.751 6.0-20 10.04-0.1014.5-5.5
Tomahawk 112-231 5-1511.45-1.651 2.0-6.0 10.10-0 1414.5-5.5
23-801 2-6 11.60-1.751 6.0-20 10.04-0.0814.5-6.5
1 1 1 1 1 1
<2 Low --------- '0.20 '
<2 1Low--"""- 10.24 1
<2
<2 Low--------- 10.10 i
4-8 ' Low""---"1---- '
B-16 lHigh-------- 10.32
<2 !Low --------- !0.10 1
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
Low_-"""' 1 0.24
Low --------- 10.32 1
Low ---------10.10 l
Low__-""" 1 0.20
Low_________ 10.20
Low--------- 10. 10
Low-----"" 10.15
LOW --------- 10.10
LOW --------- 10. 20
Low --------- 10.20
LOW --------- 10.10
Low --------- I0.10
Low- ------ i01.10
Low --------- 10.20
Low_________ 1024
--
Low --------- '10.20
yow_________ 0 24
"'-
Low ---------- 10.10
Low --------- 10.10
Low--------- 10.28
Low--------- I0. 20
Low --------- 10.24
Low --------- 10.28
Low --------- 10.10
Low --------- 10.15
low --------- I0. 10
115 r
n
s 1OrganiC
matter
T
5 i .5-2
i
I
5 <2
I
--- 30-70
5 i .5-4
I
5 2-4
I
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3_ I 3_
I
5 I "-
i
I
5 i 9-20
I
5 I
5 i .5-2
I I
4 .5-2
5 i .5-2
I
5 10-15
1
57uurce: so;lS�rveyorl3vcHs ,a�Cu =y -

I
11
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I
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1
*S&ME
ENVIRONMENTAL SERVICES
ENGINEERING -TESTING
LOG OF HAND AUGER BORING
Boring Number HA-1
Page 1 of 1
Site Name:
Bald Head Island
Remarks:
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 6'0" below land
surface
Location of Excavation:
Station: HA-1
Coordinates: North
East
Samples submitted for analysis: No
G.S. Elevation:
Datum: 9165
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" - 07'
Drak grayish brown (10 yr 4/2) very fine to
fine sand; single grained; loose; fine shell
fragments
02" - 6'2"
Light gray (10 yr 7/2) very fine to medium
sand; single grained; loose; fine shell
fragments
Boring terminated at 62", Running sands
filled hole to 60", Water at 6'0"
11

I
1
1
�J
tS&ME
ENVIRONMENTAL SERVICES
ENGINEERING -TESTING
LOG OF HAND AUGER BORING
Boring Number HA-2
Page 1 of 1
Site Name:
Bald Head Island
Remarks: ' Potential restrictive horizon
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 68" below land
surface
Location of Excavation:
Station: HA-2
Coordinates: North
Samples submitted for analysis:
East
Sample from 5'3" - 68" submitted
for grain size analysis
G.S. Elevation:
Datum:953
MSL
Depth in Feet,
Soil Description
Samples
Inches
Recovered
0"01, - 0111,
Dark grayish brown (10 yr 4/2) very fine
sand; single grained; loose; fine shell
fragments
0-1" - 5'0"
Light gray (10 yr 7/2) very fine to medium
sand; single grained; loose; fine shell
fragments
50" - 5'3"'
Very dark grayish brown (10 yr 3/2) clay;
massive, firm
5'3" - 5'8"'
Brown (10 yr 5/3) sand; weakly cemented;
subangular block structure
Boring terminated at 68", Water at 5'8"

I
1
1
1
1
1
1
i
1
1
i
i
1
i
i
1
1
1
tS&ME
ENVIRONMENTAL SERVICES
ENGINEERING - TESTING
LOG OF HAND AUGER BORING
Boring Number HA-3
Page 1 of 1
Site Name:
Bald Head Island
Remarks: `
Potential restrictive horizon
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table
Data: 6'2" below land
surface
Location of Excavation:
Station: HA-3
Coordinates:
North
East
Samples submitted
No
for analysis:
G.S. Elevation:
Datum:B,Z7
MSL
Depth in Feet,
Inches
Soil Description
Samples
Recovered
0"0" - 0'2"
Dark grayish brown (10 yr 4/2) very fine
sand; single grained; loose; fine shell
fragments
0'2" - 5'0"
Light gray (10 yr 7/2) very fine sand; single
grained; loose; fine shell fragments
5'0" - 7'0""
Brown (10 yr 5/3) sand; weakly cemented;
subangular blockly structure
Boring terminated at 7'0". Running sands
filled hole to 62", Water at 67'
1

'11
11
Ll
1
1
1
tS&ME
ENVIRONMENTAL SERVICES
ENGINEERING - TESTING
LOG OF HAND AUGER BORING
Boring Number HA-4
Page 1 of 1
Site Name:
Bald Head Island
Remarks: ' Potential restrictive horizon
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 6'6" below land
surface
Location of Excavation:
Station: HA-4
Coordinates: North
Samples submitted for analysis:
East
No
G.S. Elevation:
Datum: 5,5e
MSL
Depth in Feet,
Soil Description
Samples
Inches
Recovered
0" 0" - 01"
Dark grayish brown (10 yr 4/2) very fine to
fine sand; single grained; loose; fine shell
fragments
01" - 67'
Light gray (10 yr 7/2) very fine to medium
sand; single grained; loose; fine shell
fragments
67' - 6'9"`
Dark gray (10 yr 4/1) sand; weakly
cemented; subbangular blocky structure
Boring terminated at 69". Running sands
filled hole to 6'6", Water at 6'6"
1

I
1
1
1
[1
S&ME
ENVIRONMENTAL SERVICES
ENGINEERING - TESTING
LOG OF HAND AUGER BORING
Boring Number HA-5
Page 1 of 1
Site Name:
Bald Head Island
Remarks:
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 67' below land
surface
Location of Excavation:
Station: HA-5
Coordinates: North
East
Samples submitted for analysis:
No
G.S. Elevation:
Datum: 6,5t
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" - 6'6"
Light gray (10 yr 7/2) very fine to fine sand;
single grained; loose; fine shell fragments
Boring terminated at 6'6", Running sands
filled hole to 62". Water at 6'2"
1

I
1
1
LJ
t
1
[l�
tUME
ENVIRONMENTAL SERVICES
ENGINEERING - TESTING
LOG OF HAND AUGER BORING
Boring Number HA-6
Page 1 of 1
Site Name:
Bald Head Island
Remarks:
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 6'2" below land
surface
Location of Excavation:
Station: HA-6
Coordinates: North
East
Samples submitted for analysis:
No
G.S. Elevation:
Datum: 8.31
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" - 6'6"
Light gray (10 yr 7/2) very fine to fine sand;
single grained; loose; fine shell fragments
Boring terminated at 66", Running sands
filled hole to 6'2". Water at 6'2"
1

[1
I
1
[1
1
1
*S&ME
ENVIRONMENTAL SERVICES
ENGINEERING - TESTING
LOG OF HAND AUGER BORING
Boring Number HA-7
Page 1 of 1
Site Name:
Bald Head Island
Remarks: ' Potential restrictive horizon
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 6'1" below land
surface
Location of Excavation:
Station: HA-7
Coordinates: North
East
Samples submitted for analysis:
No
G.S. Elevation:
Datum: 8,5Z
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" - 6'6"
Light gray (10 yr 7/2) very fine to fine sand;
single grained; loose; fine shell fragments
Boring terminated at 66", Running sands
filled hole to 6'1". Water at 6'1"
1

I
LJ
1
1
1
1
S&ME
ENVIRONMENTAL SERVICES
ENGINEERING • TESTING
LOG OF HAND AUGER BORING
Boring Number HA-8
Page 1 of 1
Site Name:
Bald Head Island
Remarks: "
Potential restrictive horizon
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 6'5" below land
surface
Location of Excavation:
Station: HA-8
Coordinates:
North
Samples submitted for analysis:
East
Sample from 5' - 5'6" submitted
for grain size
analysis
G.S. Elevation:
Datum: 6,57
1MSL
Depth in Feet,
Soil Description
Samples
Inches
Recovered
0"0" - 3'8"
Light gray (10 yr 7/2) very fine to find sand;
single grained; loose; fine shell fragments
3'8" - 3'11"
Light gray (10 yr 7/2) very fine to fine sand;
single grained; loose; fine shell fragments;
small brown (10 yr 5/3) clay inclusions
3'11" - 6'9"`
Brown (10 yr 5/3) sand; Weakly cemented;
subbangular blocky structure
Boring terminated at 6'6", Running sands
filled hole to 6'5". Water at 6'5"

I
1
L
LJ
tS&ME
ENVIRONMENTAL SERVICES
ENGINEERING -TESTING
LOG OF HAND AUGER BORING
Boring Number HA-9
Page 1 of 1
Site Name:
Bald Head Island
Remarks:
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 67' below land
surface
Location of Excavation:
Station: HA-9
Coordinates: North
East
Samples submitted for analysis:
Sample from 6'6" to 7' submitted
for grain size analysis
G.S. Elevation:
Datum: e,ys
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" - 7'0"
Light gray (10 yr 7/2) very fine to medium
sand; single grained; loose; fine shell
fragments
Boring terminated at 7'0", Running sands
filled hole to 67'. Water at 67'

I
1
1
1
1
*S&ME
ENVIRONMENTAL SERVICES
ENGINEERING TESTING
LOG OF HAND AUGER BORING
Boring Number HA-10
Page 1 of 1
Site Name:
Bald Head Island
Remarks:
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 68" below land
surface
Location of Excavation:
Station: HA-10
Coordinates: North
East
Samples submitted for analysis:
Sample from 3'6" to 4' submitted
for grain size analysis
G.S. Elevation:
Datum:8.39
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" - 7'0"
Light gray (10 yr 7/2) very fine to medium
sand; single grained; loose; fine shell
fragments
Boring terminated at 7'0", Running sands
filled hole to 68". Water at 6'8"

MME
ENVIRONMENTAL SERVICES
ENGINEERING - TESTING
LOG OF HAND AUGER BORING
Boring Number HA-11
Page 1 of 1
Site Name:
Bald Head Island
Remarks:
Site Location:
Bald Head Island, North Carolina
Project Number:
1054-97-824
County:
Brunswick
Date Opened: 09-17-97
Water Table Data: 67' below land
surface
Location of Excavation:
Station: HA-11
Coordinates: North
East
Samples submitted for analysis:
No
G.S. Elevation:
Datum:9,37
MSL
Depth in
Feet, Inches
Soil Description
Samples
Recovered
0"0" 7'0"
Light gray (10 yr 7/2) very fine to medium
sand; single grained; loose; fine shell
fragments
Boring terminated at 7'0", Running sands
filled hole to 67'. Water at 67'
I
1

Project Name:
S&ME Project Number:
GRAIN SIZE DATA SHEET
BALD HEAD ISLAND
1054-97-824
N SIZE DISTRIBUTION CU
ryf��lt1
Gravel
< 75 mm and > 4.75 mm
Coarse Sand
< 4.75 mm and >2.00 mm
Medium Sand
< 2.00 mm and > 0.425 mm
Fine Sand
< 0.425 mm and > 0.075 mm
Silt
< 0.075 and > 0.005 mm
Clay
> 0.005 mm
D=pr"
Boring No.: HA-2 Sample No.: I — Eievatien MY 5.Z5 — 5. 7
Soil Description: Brown Fine to Medium SAND With a Trace of Clay
Uniformity Coefficient (Cu) : 2.8
SBME, Inc., 3100 Spring Forest Road, Raleigh, North Carolina 27604, [phone], Fax [phone]

*S&ME
Project Name:
S&ME Project Number:
GRAIN SIZE DATA SHEET
BALD HEAD ISLAND
Gravel
< 75 mm and > 4.75 mm
Coarse Sand
< 4.75 mm and >2.00 mm
Medium Sand
< 2.00 mm and > 0.425 mm
Boring No.: HA-8
Soil Description
1054-97-824
Fine Sand
< 0.425 mm and > 0.075 mm
Silt
< 0.075 and > 0.005 mm
Clay
> 0.005 mm
V� i-
Sample No.: Z — men (ft):
Tan Brown Fine to Medium SAND With a Trace of Silt
Uniformity Coefficient (Cu)
2.2
S&ME, Inc., 3100 Spring Forest Road, Raleigh, North Carolina 27604, [phone], Fax [phone]

I'S&ME
Project Name:
S&ME Project Number:
GRAIN SIZE DATA SHEET
BALD HEAD ISLAND
Gravel
< 75 mm and > 4.75 mm
Coarse Sand
< 4.75 mm and >2.00 mm
Medium Sand
< 2.00 mm and > 0.425 mm
1054-97
Fine Sand
< 0.425 mm and > 0.075 mm
Sift
< 0.075 and > 0.005 mm
Clay
> 0.005 mm
DEPr1.
Boring No.: HA-9 Sample No.: 3 - (11): 6, ,r — 7, o
Soil Description: Tan Fine to Medium SAND
Uniformity Coefficient (Cu) : 1.8
S&ME, Inc., 3100 Spring Forest Road, Raleigh, North Carolina 27604, [phone], Fax [phone]

1,00C
i
2.000
1,OOC
am
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400
2IX
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10 30 0 200
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10 30 60 200
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Dp Gram Size. mm
Sit
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sara�Fine a
SA
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Dense soils Medium -dense soils
Loose soils
Figure 22.1. The hydraulic conductivity of materials to be dewatered can
retained size.
To convert
permeability in cm X 10-4/sec to hydraulic
be estimated on the basis of particle size, uniformity coefficient, and
conductivity
in gpd/ft',
multiply by 2.13. (Moretrench American
density when information from pumping tests is not available. In these
Corporation)
graphs, the D50 grain size represents the diameter of the 50-percent-

'
#SME
JOB NO. 1054- 97- 9Z4
/0P
SHEET %
NO.
DATE /o IZL /97
' JOB NAME
I✓Q ALT! 14j5A0 1544,UZ> ST UDY
COMPUTED BY �J'''
SUBJECT
CALCULATION eF I09DRAW,14 C4ND4,C7IVIi'i
CHECKED BY
ES�A�ATE of NYD,PAUUC Co,vAtxTiviTY 131
4A7E/Y& ME-MoD
WREZE'. -DIDi IS IN CN
'
V is cm 1$cc
VEZAGc- li/p Fo¢ SAE i604 G2ADAT,On/ COPkd4 /S 0,Rom"
C FAA16E5 FPO" 60 70 120
Fog P6D,UAl 6PA156 /Ph=,f ZeAAal>
5AA2>
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= o , 0204 Ca /6Gc o
204 x /o -4Ck lie
Eb:i5acpee ; 7Aw541,v # 16709 p� z9

ItS&ME
JOB NO. Ios4- 97- 8Z4'
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SHEET NO. or
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JOB NAME DACO N6no INFiLTRAf,oN STUD �(
DATE b II ZL IS1
COMPUTED BY "PL,
SUBJECT ��N DhAUG IG CONDLQIV RY VALUCS
CHECKED BY
Chach;r d, A/ /990 p5
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5L'/eh,, J /,Ue,,d.k
yir.J7 0� 13e5et, n�.%
'
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/O°C = ;Oo53 e_• ar 53X/o'4C
!7r aON n lvoecc
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K= od9Z ► x 14brc 3,Z8r-r
NY i AL' IK
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k� = 65• / C. !x the I_� =
0180 CH,��� or
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cm Y ?d Les
kN n Q3.9 Cw, M Q4�rc v I�
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JOB NO. 1os4-97- SZ4
' #S&ME SHEET NO. 3 OF
DATE la(Z1 Z I9
' JOB NAME &IV HEAD 75LANC 11VGlC/ZA7',ON STUD'f COMPUTED BY WJIS
SUBJECT 56mmM -f IF J6ya , VAJ '7WA CHECKED BY
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NA-Z 8,3°� 5,4.7 2,0fo 5,o- 5,c7 (3.33- 2,6,c-)
NA-3 8.27 ("17 2,1 5,0-7,0 (3.27 - 1,Z7)
' PA-4 4'C' $,58 G,5 0,06 6.55- 6,75 (2,0— b83)
' NA-S 8,31 6,17 2,I4 NP
HA-6 8,31 61 17 2,1t NP
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NA-7 8132 6.08 Z,Z¢'G f.IP
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HA-9 8,s5 6,56 097 I NI'
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WA7Q L.E1IC5 •E RlJNbC`( IN FLuEAXED By 7rta LEVEL c
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FROM G'QEEK
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#SUE SHEET NO. J`OF9
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DATE lo,n
JOB NAME )3ALL7 HEAIJ I54ANO INiiLTItA-ri&V 5rUDY COMPUTED BY W-mb
SUBJECT VOLUME 0ALLU4.4Tio.J6
CHECKED BY
6E&wt7-6veWCe APP¢o,r 49 AS1,
FILL /%
amw 4 CemvoEm SAN17
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VOL(IMe OF lZFAcA = 5Fr 4 7Fr x ?Fr = IZ F71/FT OF LEN&Tu
_ APPeDr
Z
VOLUME of PIPce, = CI. SFr , 4( . 3PIpe-s = 5,3 Ffyp-, OF JE,v61'14.
2 z
VbLove OFSToWc = I2fr - S.aFri = (o,l Fi;/FrOF: lEw-TN•
ASs&ma Pogos,r4oF 510Ne �S dD°(o , At FILLED VoLUML` = 27 FT3/Fr.
7nAL AIC rluer-> vlOLGAAE Is 5,3 Fri a 7.7 Fri = 6 Fr 3/Gr.
' VOLUME of (/NOiSrOR.gEp SOIL ANA r3E1/EATH THE 7RENcH
ASs&Aics WMk. TAPJLE IS Ar Sd A50AIAL N,LW,
' OO VOLUME UNE4T41-iRENC11 = SF7 x ZFr lO FTZ
VOLUME FRoM 711EticN $onoM 7o hcrr -TutcH = I5t:1'� ZF.r• 3o Fr7
' VOLUME of 'sorL ADJALetiT 'ro-M&N,u1 UPro TOPOF IgCfncN Id F-r YZFr ' Z8 RI-
' �ISSuAeC AI¢-F/tL� poeasrrY = 20`/ �Sv�
(oFr3/Pt r 3O = S.LFr'1rr•

p
'#S&ME JOB NO. IOS4-97 -8Z d'
SHEET NO.
DATE IC,IL2I9'1
JOB NAME SALb NEAD ISLAND INy1L?IZAT ION 5761nY COMPUTED BY W lB
SUBJECT CALCULATION of Ce ul✓ALemr /TEAL) I ITHE -ZZEtiYtI AREA CHECKED BY
G¢o vl� �uK ALL= APP41 4 g LASL.
\ FILL I\ \ 7 IJ• _I
JZ
i
1'
�/ O I F'Be IA?GiIo,2- RAINS
'56ASONAL H 16 H WArEIz iA e, + LE APiR.ot T/ MSc.
' ,v55UupriOn/ ! THE iPENCHES 7iRAW INTO SURROLNDIAC SAND 50145 . SYATIG
4VArez CEvel. 15 />E✓SLor�a �yLANAK 5UI'FACE) Tp (?UVGN
' ENTICE 406A,
' ✓oLuME of WAT6Z IN TZEAXH 54V,EM = SY3/fr.
ASSUAGE AZEA5 U AAP> \J FILL, C"A"RLffr<L7 nom %REACH 7FAINALE
' VoLuME = ZFr54 (o Fr; - 8Pr3
' IF "(NE WATerZ -rAbLE Is Ar -THE 5EAS0IJAL NI61A A FAIN E✓61V7- 626A7EM
-TwAN,;_1:5.INCHES WILL 1ZESCJLT INA ZFr POSE IAITHE :NATee.-rAbtE
' ASSUME "THE 7AIN [✓6NT A150 4005 AM E17.4111/ALENT 31NC�Es
bF "ro-rWE SITE
' n Z_
3 = o,zsF•r - o,�oF�sa� - 1.2s>✓r 215e rN 6vA7e1z 7A6LE.
Elr,o, 5ioIzA6E VoLu,UE 0'F THE, TRj5AzW IS. I(vNoRES:.
W HEN?NE INV I$ AT 4-3, MSL PAIN FALL EV6A1r wdL,L> AeSLLT 11v INCIZEA66
' OF WATER ?ArxE SF 3•76 FEET (ELE✓ G,ZS=
IUNEIV TWE WT ISAr --I MSL ) EVEAIT WOU6> INCREASE INT tEV6L"rb E1.EV 4,Z4±

' #S&ME
JOB IO FZ4
SHEETT 7 NO. � 'D i
P�A7 �• DATE WA
IZz I97
' JOB NAME nPALt, NFJ+D IS11CAND COMPUTED BY WAb
SUBJECT-rkC,04 -rupm OF H6At% CHECKED BY
25 I —�
(�Qaw/D SUP.fACE ``.27PlACK
P75�lgAw lyr FWJAA EAINFA(.� OO
Q A Wz4,ye
�1 K+
- ,I.1,a¢AAIE GL^I.7,f
ilSSvvE; j�1AQIAE CLAN /S pPE$ENT /JekosS Shea Ai- 3.om L.
' IkF Qg£Sekzes OF CLAY 1445 Nor f3EEAJ (-5SlA6USHe.D)
-J46 C6AY 15 ASSVAfV-O 70(I-,_= /MPEIZA464Pol.E 6lVrl&W J4o21Z6NrAt-
' HEAPS l4¢E MSASV¢f.D MtWC-Ne CLA•(
MEASU2E1> I:EAPS . kcAD A> Ce,5,-4
' Av6e46r- Ivr = Sr— (4ZIvHIK) Ar Gow TIDE . 3Fr (NSO
5EA JAIAc NwN wr = (a r Ft 3.o Har.) AT (44k -rice 5 Fr (+Z HSL)
u/MFAu.- 9.,zs,Fr (;`,25HSL)
' PLEADS Aee MEASV¢EO AI'J?JE -DATUH pr-31oHSL-(TCe0FCf. Ar
' 6&A7E-sr. 'DF:r-ew a IN HEADS wevLP.) BC -pEV,-LDp6D
-pvjzoti A RAIN FALL Efv6NT wIrrILE Wr IS AT 66A5ONA" f I&W
AND 7/De IS Low
';5,Z5 Pr — 3FT = GIZ5 rr .
' S/NGE IuAref tE66L.S A4.E 14,6NLy T*PENteNr oN -rlves, -rk 6
/S AN uNUKEY SCENERIO , /T PAWIDrs-g 7NE MOST C0NS600A7I4—r
. EriMA, E OF FLo\`3 cHle HEST vocumE, I
I

1
' JOBNO.
#S&ME Boo
9 � B L4•
SHEET NO. V�
DATE to IL2I9l
' JOB NAME PALD IJEQD 1544,ND /NFjIrILJri&V 57UP1 COMPUTED BY W�
SUBJECT CALCLLAr,ON OF -PISCtJA"C- RArte CHECKED By
' VA(GOLOCI ,pA1 OF -DjSCHAReE LArES
E06E of CLose5T - AVCeACE GKADICA,r
—
�
�F�E
AVE W,r.
o� EDGE oFC?E614
I AIGEEASE
g, ZSFr
w,T /
F/eorG PPFALLeL
-To 6EovuoWAT&L
FLow
i
�oFf
jr (6P of CLA �( EGe✓- 3,o NSL
'
'
FCOAA "DVPU/r- foNZCWHEIAArcZ 52�u PEF, EPA ,1986
Q ' k A �K d Wl'L',1E �' _ . ✓S.l rT�l7P`i
ax hx = 9.ZSFr
'
dh = G,zsFr
'
q< (5:lFy 9.ZSFr _ 34.9.: Fr�vP��rr.
PAS 25>r
--DiSCHARve
2co Fr FACE701AL 'rASCHAk&e- _
Frl xzoopf = l�So FT�D�y �Zl$lti ya�lw.s da Y
/oAy
'
IF 1NE 71> WAS NI`I1 (+2 MSIt�
IFr 9.ZS. !%Z$ = 232 FT; alz
/Day�fr 35,52Z
��q Feo„ ?aoP
TJA y 7 S
W l rru,
514AWAra V2AWAGE If: IL = / 6jk&(4U0 VALUt or kN
(%ACLE 2.
6P r697)
0l2'2 om x �aoset. x 6,0w,.. A 24A,f. W = 3 4,6, F DA
''
yc 1w linr lalry 548n« y
- 3
So Y�i7P`IIFt �.19�G9�. c�PA. FIwA Zoofr
' zr
WIDTH
11

JOB NO. #S&ME
b `.+4''i 7
SHEET NO. 90P 9
DATE 1Io l at"
JOBNAME Uk I7 Noo /N�CTyA-r, yv 6gpC'/ COMPUTED By wait)
SUBJECT CAULN47,AN of 552ADICMi AND Flow RATE CHECKED BY
THE 62ADIEN7- CALCULATED ON TNS P4,5V)oJS SAGE IS APPAoX/MATE" D,Z,9-
tG.ts Fr s p,ZS
2s Fr
' TE11S IS Too STEEP, iNIS 6l2AOIEN7- CAN floc pJE nEUELopE.D I"I'HE CLC44
SANDS PRESeNr A7 THE S,TE_ . THE &PADgNT WILL /SE FL47TEz AS 7I4E
iC26hCNES LVILL_ nXAIN As THEY FILL. ,
THE GRADIENT MA( /3E r3E1rEe, 'PEP'IZESEAaT£D 6'f ASSVAAlAf- -7GWE
' CNAN6E IN NEQ� oGCLJ2S NEAR "rii-= CENTER of ike 7oE:&c : s ts-reH
INE APPRo,r/NArE CEN7E2 of iNE 546TE" IS L0CATEc7 APP(LDXIAiATELi
(05 f-EET RUM INE GIZEEK. INE .411C-17A6E.- 6RAD,EuT IN TN6
I' CASE Is ;
g,zs.Fr - 3,0 Fr p, osco
Co5FT
;' CoQ�ESPUN�IA-'. DSLNAP6E 7D 7NE CREEK GV606D'5.
Fr3
nAy 1n"tilFf
13,4F� AZooF-r 6cFrl,,, o¢. 0b/o46ghd,
,, IHE NE7 FLuYI Ai5$uNIA•L. 7NE A'�jVIyEL2 �S 3FK7 iHCK �grLowTlDe,
IS i
1 70.o410 9pd (000 piz 33,41 9 /{rZ
i
Ei/ALVAfC- 71ME rGE(fpuIZC > -ro iZEfUE4V 7o STATIC CoND)Tlokr, ,
VDI LIME OF TIzeACK 5k- ,-r6AA = 7o4o rr a
�' UoLo,4E OF INAfE2 FROA-t JIhCNtS of Ri01N FA{,l �N !NE $,Tt IS i
' 15or-r x 23or-r x ,ZSPr 4312,50 F73
I' Z
Tnr4L = 7o4o FT3 a 43r3 F73 = 11) 353 FT3 1680 F3"4 = 4•Is, v Sr;AgB
SF-rNE Fi16NE2 VALVE or- K IS o5ED154STEM wo,�Lp IZEAcu STATw IN Z+UA45

�! A
December 10, 1997
Mr. John Klein Faxing and Mailing Original
Klein & Associates
322 4th Street
Wilmington, NC 28401
RE: Bald Head Island/Harbour Stormwater
Dear John:
Please take this letter as your authorization to proceed as soon as possible to submit the revised stormwater plan you have
prepared for portions of the area surrounding the Bald Head Island Harbor. Please convey directly to Linda Lewis at time
of submittal (by copy of this letter, if you believe appropriate) that this matter is subject to litigation (a fact of which she is
aware), and that a hearing is now scheduled in this matter for January 8, with trial likely to occur soon thereafter. Therefore,
issuance of a permit as soon as possible is in the best interest of a number of people, will save significant money, and will
likely save Linda or other permitting officials the need for being subpoenaed and testifying in a hearing.
The property upon which was permitted the pond about one year ago is the subject of the litigation, various owners
contending that representations were made by Sales personnel that the area would remain in its natural state, as contemplated
by your current plan. Bald Head Island Limited, the owner of the property, is prepared to commit to the surrounding property
owners, to the Harbour Homeowners Association and to the Slate, by recorded Covenant if necessary, that the area in
question will remain in its natural stale, if the stormwater system as designed by you is permitted by the State.
Please let Linda know I would be glad to meet with her to answer any legal or other questions she may have concerning either
the history or current plan relating to stormwater controls around the Bald Head Island Harbor, and the on -going litigation.
Please confirm with me when the filing is complete, and provide to me completed copies of the application and submitted
plans.
Thank you for your assistance.
Very trul yours,
IM. K i rfa'on�
Legal Counsel
INuI an
cc: Andy Sayre
Ken Stewart
John Haley, Planning Director
F:UARIMORIUKLEIN. ED
BALD HEAD ISLAND
Post Office Box 3069 Bald Head Island, North Carolina 28461 [phone] (800).234-1666