19860295 Ver 1_COMPLETE FILE_19861205

Permit Class
Mi nor l i fi cati on STATE OF NORTH CAROLINA
AW, Department of Natural-0 0 Community Development
[A I
El
?e 1 in?
L 12,%771,
to NCGS 113-229
Permit Number
190-86
issuedto Windchase Subdivision, (Rising 3), 4852 Randall Drive, Wilmington, NC 28403
authorizing development in New Hanover County at AIWW and Whiskey Creek near the end
of Cabbage Inlet Lane as requested in the permittee's application dated 12/2/85 including
attached plats, 6, bulkhead, Section "A" and "B", and pier alignment dated received
5/6/86 and site plan dated revised 2/86, and bulkhead extension dated received 11/14/86.
This permit, issued on IY./ a , is subject to compliance with the application (where consistent
with the permit), all applicable regulations, special conditions and notes set forth below. Any violation of these terms may subject
permittee to a fine, imprisonment or civil action; or may cause the permit to be null and void.
(1) In order to protect juvenile shrimp and finfish populations, no excavation
or filling will be permitted between April 1 and September 30 of any year
without the prior approval of the Division of Coastal Management.
(2) All backfill material will be obtained from a highground source and confined
behind the permitted bulkhead.
(3) No marsh grass will be excavated and/or filled.
(4) Stormwater retention basins shall be periodically cleaned of silt and debris,
and shall be maintained to prevent erosion of the basin walls.
(5) A 30 foot buffer shall exist between all impervious surfaces and the mean
high water contour...
(6) The marina shall prominently post and enforce a "no sewage discharge" policy.
This permit action may be appealed by the permittee
or other qualified persons within twenty (20) days of the
issuing date. An appeal requires resolution prior to work
initiation or continuance, as the case may be.
This permit must be accessible on-site to Department
personnel when the project is inspected for compliance.
Any maintenance work or project modification
not covered hereunder requires further Departmental
approval.
All work must cease when the permit expires on
December 31, 1989
In issuing this permit, the State of North Carolina
agrees that your project is consistent with the North
Carolina Coastal Management Program.
Signed by the. authority of the Secretary of DNRCD and
the Chairman of the Coastal Resources Commission.
e-, &4ell Z
vid W. Owens, Director
Division of Coastal Management
This permit and its conditions are hereby accepted.
Signature of Permittee
*qw

Wi- se Subdivision (Rising 3)
.
ADDITIONAL CONDITIONS
Permit #190-86
Page 2 of 2
(7) All floating structures, other than boats, used for habitation or commerce
(as defined.in 15 NCAC 7M.0602) shall be in conformance with local regulations
for onshore sewage treatment.
(8) A sign listing local pumpout facilities for boats with holding tanks will
be posted at the docking facility.
(9) No attempt will be made by the permittee to prevent the full and free use
by the public of all navigable waters at or adjacent to the authorized work.
(10).. It is possible that the authorized structure may be damaged by wavewash from
passing vessels. The issuance of- this-permit does not relieve the permittee
from taking all proper steps to ensure the integrity of the permitted structure
and the safety of moored boats from damage by wavewash.
(11) The permittee will maintain the authorized work in good condition and in
conformance with the terms and conditions of this permit. The permittee
is not relieved of this requirement if he abandons the permitted activity
without transferring it to a third party.
(12) The permittee's scheme of development, of which the authorized work is a
part, contemplates the presence of structures and their attendant utilities
on lands subject to an easement in favor of the United States for the operation,
maintenance, improvement, and enlargement of the Atlantic Intracoastal Waterway
(AIWW). Accordingly the permittee will be required to remove such structures
and improvements at his own expense in the event that, in the judgment of
the U. S. Army Corps -of.Engineers acting on behalf of the United States,
the lands are needed at any time for any purpose_ within the''scope of the
easement. Permanent buildings will not be constructed in areas subject to
easement.
NOTE: The proposed project is certified under General Water Quality Certification
No. 1272issued on.November 10, 1978, for bulkhead construction.
NOTE: An approved erosion and sedimentation control plan, is on file with the
Land Quality Section.
NOTE: If this project will be -served `by a community public water system (one
serving at.least 15 connections or 25 year round residents), the plans
and specifications for the water system must be approved by the Division
of Health Services, Engineering Planning Branch, [phone] prior to
construction.
NOTE: The pier and -dock should be marked with durable, reflective material to
reduce hazards to navigation.

DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402.1890
October 3, 1986
IN REPLY REFER TO
Regulatory Branch
SUBJECT: File No. SAWC086-N-065-0293
Mr. Joseph Johnson
Rising 3, Incorporated
Windchase Subdivision
4852 Randall Drive
Wilmington, North Carolina 28403
Dear Mr. Johnson:
it
Reference your application for a Department of the Army permit
to construct a pier and dock system on the Atlantic Intracoastal
Waterway (AIWW), Whiskey Creek, near Wilmington, New Hanover
County, North Carolina.
Your proposal has been reviewed and found to be consistent
with the provisions and objectives of general permit No. SAWC080-
N-000-0291. Therefore, you may commence construction activity in
strict accordance with applicable State authorization and the
enclosed plan. Failure to comply with the State authorization or
conditions of the general permit could result in a violation of
Federal law.
If any change in your work is required because of unforeseen
or altered conditions or for any other reason, plans revised to
show the change must be sent promptly to this office and the North
Carolina Division of Coastal Management prior to performing any
such change or alteration. Such action is necessary, as revised
plans must be reviewed and the authorization modified.
Questions or comments may be addressed to Ms. Alison Arnold,
telephone [phone].
Sincerely,
Charles W. Hollis
Chief, Regulatory Branch
Enclosure
4kM
-2-
Copies Furnished (with enclosure):
Director, Atlantic Marine Center
National Ocean Service
ATTN: MOA 232X1
439 West York Street
Norfolk, Virginia 23510-1114
Mr. William Mills
Water Quality Section
Division of Environmental
Management
North Carolina Department
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina
Mr. John Parker
Division of Coastal Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Ms. L. K. (Mike) Gantt
U.S. Fish and Wildlife
of Post Office Box 25039
Raleigh, North Carolina
27611-7687
Mr. William L. Kruczynski, Chief
Wetlands Section
Region IV
Marine and Estuarine Branch
U.S. Environmental Protection Agency
345 Courtland Street
Atlanta, Georgia 30365
Mr. James Mercer
Morehead City Regional Office
North Carolina Division
of Coastal Management
Post Office Box 769
Morehead City, North Carolina 28557
Service
27611-5039
Mr. Randy Cheek
National Marine Fisheries
Service, NOAA
Pivers Island
Beaufort, North Carolina 28516
Mr. C. Robert Stroud
Wilmington Regional Office
North Carolina Division of
Coastal Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
s s
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Permit Class Permit Number
New STATE OF NORTH CAROLINA 190-86
Department of Natural Y grtd,Community Development
C ` eSb rcR " ion
C? r-
1 nt;in onmental
0 Ma14 '
Con x eft rb /h? Sf- ° 2 9 1986
Excavatiofaf)4, 6cf gr p¢Ht to NCGS 113-229 ?r???? r•', ;111;3.1(' i,T1i}i i
OPERA i*10!N"!
Issuedto Windchase Subdivision, (Rising 3), 4852 Randall Drive, Wilmington, NC 28403
authorizing development in New Hanover County at AIWW and Whiskey Creek near the end
of Cabbage Inlet Lane as requested in the permittee's application dated 12/2/85 including
attached plats, 5, bulkhead, Section "A" and "B", and pier alignment dated received
5/6/86 and site plan dated revised 2/86.
This permit, issued on 912/4'6 , is subject to compliance with the application (where consistent
with the permit), all applicable regulations, special conditions and notes set forth below. Any violation of these terms may subject
permittee to a fine, imprisonment or civil action; or may cause the permit to be null and void.
(1) In order to protect juvenile shrimp and fin fish populations, no excavation
or filling will be permitted between April 1 and September 30 of any year
without the prior approval of the Division of Coastal Management.
(2) All backfill material will be obtained from a highground source and confined
behind the permitted bulkhead.
(3) No marsh grass will be excavated and/or filled.
(4) Stormwater retention basins shall be periodically cleaned of silt and debris,
and shall be maintained to prevent erosion of the basin walls.
(5) A 30 foot buffer shall exist between all impervious surfaces and the mean
high water contour.
(6) The marina shall prominently post and enforce a "no sewage discharge" policy.
(See attached sheet for Additional Conditions)
This permit action may be appealed by the permittee
or other qualified persons within twenty (20) days of the
issuing date. An appeal requires resolution prior to work
initiation or continuance, as the case may be.
This permit must be accessible on-site to Department
personnel when the project is inspected for compliance.
Any maintenance work or project modification
not covered hereunder requires further Departmental
approval.
All work must cease when the permit expires on
_December 31, 1989
In issuing this permit, the State of North Carolina
agrees that your project is consistent with the North
Carolina Coastal Management Program.
Signed by the authority of the Secretary of DNRCD and
the Chairman of the Coastal Resources Commission.
N a, s, ,? 6i
David W. Owens, Director
Division of Coastal Management
This permit and its conditions are hereby accepted.
Signature of Permittee
WIndchase Subdivision (Rising 3)
rt
ADDITIONAL CONDITIONS
Permit #190-86
Page 2 of 2
(7) All floating structures, other than boats, used for habitation or commerce
(as defined in 15 NCAC 7M.0602) shall be in conformance with local regulations
for onshore sewage treatment.
(8) A sign listing local pumpout facilities for boats with holding tanks will
be posted at the docking facility.
(9) No attempt will be made by the permittee to prevent the full and free use
by the public of all navigable waters at or adjacent to the authorized work.
(10) It is possible that the authorized structure may be damaged by wavewash from
passing vessels. The issuance of this permit does not relieve the permittee
from taking all proper steps to ensure the integrity of the permitted structure
and the safety of moored boats from damage by wavewash.
(11) The permittee will maintain the authorized work in good condition and in
conformance with the terms and conditions of this permit. The permittee
is not relieved of this requirement if he abandons the permitted activity
without transferring it to a third party.
(12) The permittee's scheme of development, of which the authorized work is a
part, contemplates the presence of structures and their attendant utilities
on lands subject to an easement in favor of the United States for the operation,
maintenance, improvement, and enlargement of the Atlantic Intracoastal Waterway
(AIWW). Accordingly, the permittee will be required to remove such structures
and improvements at his own expense in the event that, in the judgment of
the U. S. Army Corps of Engineers acting on behalf of the United States,
the lands are needed at any time for any purpose within the scope of the
easement. Permanent buildings will not be constructed in areas subject to
easement.
NOTE: The proposed project is certified under General Water Quality Certification
No. 1272 issued on November 10, 1978, for bulkhead construction.
NOTE: An approved erosion and sedimentation control plan is on file with the Land
Quality Section.
NOTE: If this project will be served by a community public water system (one
serving at least 15 connections or 25 year round residents), the plans
and specifications for the water system must be approved by the Division
of Health Services, Engineering Planning Branch, [phone] prior to
construction.
NOTE: The pier. and-.:dock should.:-,be mArkeO- 'with durable, reflective . materi.al -to
reduce hazards to navigation.
OF
APPLICATION
FOR
PERMIT TO EXCAVATE AND/OR FILL WATER QUALITY CERTIFICATION
EASEMENT IN LANDS COVERED BY WATER CAMA PERMIT FOR MAJOR DEVELOPMENT
Department of Administration State of North Carolina Department of the Army
(GS 14612) Department of Natural Resources and Community Development Corps of Engineers, Wilmington District
(GS 113-229, 143-215.3(a)(1),143-215.3(c), 113A-118 (33 CFR 209.320.329)
Please type or print and fill in all blanks. If information is not applicable, so indicate by placing N/A in blank.
1. Applicant Information
A. Name Rising 3 (Windchase Subdivision)
Last First ' Midd4e
B. Address 4852 Randall Drive
Street, P. O. Box or Route
Wilmington N.C. 28403 [phone]
City or Town State Zip Code Phone .
11. Location of Proposed Project:
A. County New Hanover
B. 1. City, town, community or landmark.
2. Is proposed work within city limits? Yes No A
C. Creek, river, sound or bay upon which project is located or nearest named body of water to project Whiskey Creek
II1. Description of Project 1
X
A. 1. Maintenance of existing project 2. New work
B. Purpose of excavation or fill

1. Acress channel length width depth
2. Boat basin length width dept.' „
3. Fill area length width depth
4. Other length width depth
C. 1. Bulkhead length 1270 ' Average distance waterward of MHW (shoreline) Approx. 2-5' inland from MHW
2. Type of bulkhead construction (material) Treated l Umber (2"x8" tongue and groove sheeting)
D. Excavated material (total for project)
1. Cubic yards 0 2. Type of material
E. Fill material to be placed below jNHW (see also VI. A)
1. Cubic yards 0 2. Type of material
IV. Land Type, Disposal Area, and Construction Equipment:
A. Does the area to be excavated include any marshland, swamps or other wetland? Yes No X
B. Does the disposal area include any marshland, swamps or other wetland? Yes No X
C. Disposal Area
1. Location Backfill along inland fare of Bulkhead
2. Do you claim title to disposal area? Yes
D. Fill material source if fill is to be trucked in
`E `How"wilt excavated material be entrapped and erosion controlled? Material will be retained by
Bulkhead
F. Type of equipment to be used Rarkhoe-. 111il ldozpr, otc
G. Will marshland be crossed in transporting equipment to project site? If yes, explain No -
D& F-B 1
Rev. 10/78
r,
i
V. Intended Use of Project Area (Describe)
*A. 1. "rivate
2. Commercial
3. Housing Development or Industrial Single Family Residences
A Other
B. 1. Lot size(s) 6.78 Acres total project area above MHW
2. Elevation of lot(s) above mean high water
3. Soil type and texture Generally Sandy - Type I Soils
4. Type of building facilities of structures Single Family Residences. 10 s l i p boat dock
5. Sewage disposal and/or waste Wdter treatment A. Existing Planned X
B. Describe Septic Tank with L P P Disposal System
6. Land Classification (circle one) DEVELOPED TRANSITIONAL COMMUNITY' RURAL
CONSERVATION OTHER (See CAMA Loca and. Use Plan Synopsis)
VI. Pertaining to Fill and Water Quality:
A. Does the proposed project involve the placement of fill materials below mean high water? Yes No X
B. 1. Will any runoff or discharge enter adjacent waters as a result of project activity or planned use of the
area following project completion? Yes-No X
2. Type of discharge
3. Location of discharge
VII. Present rate of shoreline erosion (if known): Less than 2 feet gerr year
VIII. List permit numbers and issue dates of previous Department of Army Corps of Engineers or State permits for
work in project area, if applicable:
IX. Length of time required to complete project:
r
X. In add::ion to the completed application form, the following items must be provided:
A. Attach a copy of the deed (with State application only) or other instrument under which applicant
claims title to the affected property. OR if applicant is not claiming to be the owner of said property,
then forward a copy of the deed or other instrument under which the owner claims title plus written
permission from the owner to carry out the project on his land.
B. Attach an accurate work plat drawn to scale on 8%: X 11" white paper (see instruction booklet for
details). Note: Original drawings preferred - only high quality copies accepted.
C. A copy of the application and plat must be served upon adjacent riparian landowners by registered or
certified mail or by publication (G.S. 113-229 (d))Enter date served
D. List names and complete addresses of the riparian landowners with property adjoining applicant's.
XI. Certification requirement: I certify that to the best of my knowledge, the proposed activity complies
with the State of North Carolina's approved coastal management program and will be conducted in a
manner consistent with such program. r i
XI1. Any permit issued pursuant to this application will allow only the development describP'd?in
cation and plat. Applicants should therefore describe in the application and plat all anticipated devel-
opment activities, including construction, excavation, filling, and land clearing. y
DATE 1--=.T??
Applicant's Signature
D&F•02 SEE REVERSE SIDE FOR MAILING INSTRUCTIONS
Rev. 10/78
Such owners have 30 days in which to submit comments to agencies listed below.
Elwood Kirkum, 335 Cahhaap Tnlpt Lam, Wilmington N

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MIEAM HIGH WAFER

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HIGHGROUND PROFILE
SECTION "A"
SCALE- 1" = 5' VERT.
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AY 6 1989
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FLOOR ELEV = 230' ---
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l0 FLOOR ELEV. = 140'
TOP OF BypKHEAD
ELEV. = 70t
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W/NDCHASE
HIGHGROUND PROFILE
SECTION "B"
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Y

' DEPARTMENT OF THE ARMY
i, WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402.1890
IN REPLY REFER TO
Regulatory Branch
May 29, 1986
SUBJECT: File No. SAWC086-N-065-0293
Mr. John Parker
Division of Coastal Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Dear Mr. Parker:
Reference the application of Rising 3, Incorporated (Windchase
subdivision), represented by Mr. Joseph Johnson, for a Department
of the Army permit to construct a pier and dock system on the
Atlantic Intracoastal Waterway (AIWW), Whiskey Creek, near
Wilmington, New Hanover County, North Carolina.
The Federal agencies have completed review of the proposal as
presented by the application and your field investigation report.
We recommend that the following conditions be included in the
State authorization:
a. The permittee's scheme of development, of which the
authorized work is a part, contemplates the presence of structures
and their attendant utilities on lands subject to an easement in
favor of the United States for the operation, maintenance,
improvement, and enlargement of the Atlantic Intracoastal Waterway
(AIWW). Accordingly, the permittee will be required to remove
such structures and improvements at his own expense in the event
that, in the judgment of the U.S. Army Corps of Engineers acting
on behalf of the United States, the lands are needed at any time
for any purpose within the scope of the easement. Permanent
buildings will not be constructed in areas subject to easement.
b. This permit does not authorize the interference with any
existing or proposed Federal project, and the permittee will not
A
0
tie entitled to compensation
structure or work which may
operations undertaken by the
-2-
for damage or injury to the authorized
be caused from existing or future
United States in the public interest.
c. No attempt will be made by the permittee to prevent the
full and free use by the public of all navigable waters at or
adjacent to the authorized work. Use of the permitted activity
must not interfere with the public's right to free navigation on
all navigable waters of the United States.
d. If the display of lights and signals on the authorized
structure is not otherwise provided for by law, such lights and
signals as may be prescribed by the U.S. Coast Guard will be
installed and maintained by and at the expense of the permittee.
e. It is possible that the authorized structure may be
damaged by wavewash from passing vessels. The issuance of this
permit does not relieve the permittee from taking all proper steps
to ensure the integrity of the permitted structure and the safety
of moored boats from damage by wavewash. The permittee will not
hold the United States liable for any such damage.
f. The permittee will maintain the authorized work in good
condition and in conformance with the terms and conditions of this
permit. The permittee is not relieved of this requirement if he
abandons the permitted activity without transferring it to a third
party.
Questions or comments may be addressed to Ms. Alison Arnold,
telephone [phone].
Sincerely,
Charles W. Hollis
Chief, Regulatory Branch

Copies Furnished:
Mr. William Mills
Water Quality Section
Division of Environmental
Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Mr. Charles Jones
Morehead City Regional Office
North Carolina Division of
Coastal Management
Post Office Box 769
Morehead City, North Carolina 28557
Ms. L. K. (Mike) Gantt
U.S. Fish and Wildlife Service
Post Office Box 25039
Raleigh, North Carolina 27611-5039
Mr. Randy Cheek
National Marine Fisheries
Service, NOAA
Pivers Island
Beaufort, North Carolina 28516
Mr. William L. Kruczynski, Chief
Wetlands Section
Marine and Estuarine Branch
U.S. Environmental Protection Agency
345 Courtland Street
Atlanta, Georgia 30365
Mr. C. Robert Stroud
Wilmington Regional Office
North Carolina Division of
Coastal Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
.
AWAL
IN REPLY REFER TO
Regulatory Branch
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
May 16, 1986
SUBJECT:. File No. SAWC086-N-065-0293
Mr. Joseph Johnson
Rising 3, Incorporated
Windchase Subdivision
4852 Randall Drive
Wilmington, North Carolina 28403
Dear Mr. Johnson:
RECEIVEr)
MAY 19 1-98b
WATER QUALITY SECTION
OPERATIONS BRANCH
On February 6, 1986, we renewed general permit No. SAWC080-N-
000-0291 (enclosed), which provides Federal authorization for
construction activities that receive authorization from the State
of North Carolina.
A review of your application received May 13, 1986, for a
Department of the Army permit to construct a pier and dock system
on the Atlantic Intracoastal Waterway (AIWW), Whiskey Creek, near
Wilmington, New Hanover County, North Carolina, indicates it to be
a candidate for Federal authorization under this general permit.
Accordingly, the administrative processing of your application
will be accomplished by the North Carolina Division of Coastal
Management. Comments from Federal review agencies will be
furnished to the State.
If your application must be withdrawn from this general permit
process for any reason, you will be written and informed of its
further management. If there are no unresolved differences of
State-Federal positions or policy, the final action taken on your
application by the State will result.in your receiving written
notice from us that your application has been successfully
processed under our general permit. Only after receiving such
confirmation should you begin work.
Your application, pursuant to Section 10 of the River and
Harbor Act, has been assigned No. SAWCO86-N-065-0293 and will be
coordinated by Ms. Alison Arnold. She is available to address
questions or comments you may have at telephone [phone].
Sincerely,
Charles W. Hollis
Chief, Regulatory Branch
Enclosure
-2-
Copies Furnished (without enclosure):
Mr. John Parker
Division of Coastal Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Mr. William Mills
Water Quality Section
Division of Environmental
Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Mr. Charles Jones
Morehead City Regional Office
North Carolina Division of
Coastal Management
Post Office Box 769
Morehead City, North Carolina 28557
Ms. L. K. (Mike) Gantt
U.S. Fish and Wildlife Service
Post Office Box 25039
Raleigh, North Carolina 27611-5039
Mr. Randy Cheek
National Marine Fisheries
Service, NOAA
Pivers Island
Beaufort, North Carolina 28516
Mr. William L. Kruczynski, Chief
Wetlands Section
Marine and Estuarine Branch
U.S. Environmental Protection Agency
345 Courtland Street
Atlanta, Georgia 30365
Mr. C. Robert Stroud
Wilmington Regional Office
North Carolina Division of
Coastal Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Mr. Michael S. Marsh
Joseph S. Hill, Jr. and Associates
Post Office Box 5592-Station
Wilmington, North Carolina 28403-41
Ab"

DIVISION OF ENVIRONMENTAL MANAGEMENT
Water Quality Section
June 5, 1986
M E M O R A N D U M
TO: John Parker ,
FROM: Bill Mills44?0 U"
SUBJECT: Application for CAMA Permit
Windchase Subdivision
New Hanover County
The Subject application has been reviewed for water quality
impacts and the following comments are offered:
1. The stormwater management plan for the project provides for
retention of the 10-year, 24-hour storm event. Therefore, the
water quality as a result of stormwater runoff is not expected
to be significantly different than natural conditions.
2. Conditions recommended for inclusion in the CAMA permit are:
a. Stormwater retention basins shall be periodically cleaned
of silt and debris, and shall be maintained to prevent
erosion of the basin walls.
b. A 30 foot buffer shall exist between all impervious
surfaces and the mean high water contour.
C. A locked head policy shall be maintained by the
homeowners for the boat docking facilities, and signs
shall be posted along the docks prohibiting any overboard
discharge of sewage.
3. The project does require a 401 certification but does meet our
requirements for the general certification for fill behind
bulkheads.
BM/dkb
cc: Preston Howard
Mike Marsh
Wow

MEMORANDUM
DATE:
TO:
FROM:
THROUGH:
DIVISION OF ENVIRONMENTAL MANAGEMENT
May 30, 1986
Bill Mills
Operations Branch
Pkichael F. Williams AW
Wilmington Regional Office
A. Preston Howard, Jr. /l
Wilmington Regional Office
RECEIVED
JUN 0 1 1??G
WATER QUALITY S; GTM,'
OPERATIONS SRANC11
SUBJECT: Regional Office Review & Recommendations
Application for Permit for Excavation and/or Fill
Windchase Subdivision - Whiskey Creek
New Hanover County
The applicants propose to develop a tract of land of approxiately 6.78
acres in size, by constructing 13, 2 story single family residential
units. The proposed project is located along the AIWW near Whiskey
Creek, classifed SA, and currently closed to shellfishing.
The project has been reviewed to determine impacts to water quality.
The following comments are provided:
1. The project will require 401 certification, but should meet the
conditions of a general 401 certification for bulkhead
construction.
2. The impervious surface percentage of the property as proposed,
will amount to approximately 24%. An engineered plan has been
developed to collect and retain storm water runoff from a 10 year
24-hour storm event. Eight retention basins or swales have been
designed based on soils evaluations performed by a consulting
hydrogeologist. Calculations indicate that the storm water
retention systems designed should effectively contain the runoff
resulting from a 10 year 24-hour storm event, and have the
capability of exfiltrating the volume of storm water within 71
hours.
3. The following conditions are recommended to be forwarded to DCM:
a. Storm water retention basins shall be periodically cleaned of
silt and debris, and shall be maintained to prevent erosion
of the basin walls.
X40

Page Two
Memo to Bill Mills
May 30, 1986
b. A 30' buffer shall exist between all impervious surface areas
and the mean high water contour.
C. A locked head policy shall be maintained by the homeowners
for the boat docking facilities, and signs shall be posted
along the docks prohibiting the overboard discharge of
sewage.
This office has no objections to the project as proposed, providing
that the above conditions are met.
MFW:kc
cc: DCM - Bob Stroud
WiRO
CF
OFFICE OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
1. Applicant's name Windchase Subdivision (Rising 3, Inc. Joseph Johnson, AIA Partner)
2. Location of project site Confluence of AIWW - Whiskey Creek in Myrtle Grove Sound -
New Hanover County, North aro na. ew o o 17- or 17-218; r , , , ,R- , on 218
3. Investigation type: Dredge & Fill, No CAMA X
4. Investigative procedure: (A) Dates of site visit Nov. 1985 4/30/86
(B) Was applicant present Yes No
5. Processing procedure: Application receivedcomplete 5/6/86 Office DCM-Wilmington
6. Site description: (A) Local Land Use Plan Wilmington, New Hanover County
Land classification from LUP Rural - Conservation
Development constraints identified in LUP at areas of the project
within 100-year storm flood plain must be declared exceptionally esigned development
by Planning Ottice in order to be consistent w1th an se an.
(B) AEC(s) involved: Ocean Hazard Estuarine shoreline X
Coastal wetlands Public trust waters
Estuarine waters X Other
(C) Water dependent: Yes No Other Both
(D) Intended use: Public Private X Commercial X
(E) Type of waste water treatment: Existing central septic tank with low pressure pipe
disposal system.
Planned
(F) Type of structures: Existing. N/A
Planned 10 single family residences - boat dock with ten slips
(G) Estimated annual rate of erosion N/A Source N/A
7. Habi'Lat description: AREA
(A) Vegetated wetlands: Dredged Filled Other
N/A
(B) Non-vegetated wetlands:
N/A
(C) Other:
Dock Coverage appx. 9,408 sf
Highground a?px. 6.78 ac
(D) Total area disturbed: (see above)
8. Project summary The applicants propose to develop the highground portion of the property
by constructing roads, waste treatment areas and 13 single family dwelling units. A
10 slip boat dock will also be provided.

WINDCHASE SUBDIVISION
PAGE 2
9. PROJECT DESCRIPTION:
The project is located on the north side of the mouth of Whiskey Creek and wast of
the AIWW. It is also just north of the establishment known as Uncle Henry Kirkum's
Oyster Roast. It is reached via Masonboro Loop Road (S.R. 1515). The site consists
of a parcel of approximately 8.99 acres which has a fairly low mean elevation.
Of the total acreage approximately 6.78 acres is above the mean high water contour.
Elevation range from approximately +3.3' near the water to approximately 21.5'
above the 100-year flood contour. The property forms a finger of highground which
extends toward the waters of the AIWW and is also touched by Whiskey Creek.
Wetlands surround a large portion of the tract. Species included smooth cordgrass
(Spartina alterniflora); saltwort (Salicornia sp.); spike grass (Distichlis
spicata); and sea ox-eye (Borrichia sue.). The widest portion of the tract appears
to be an old spoil area and common reed is the predominate species here. Soundings
in the offshore area indicate that water depth of -4' MLW are located approximately
140' - 150' waterward of the MHW contour on the east shoreline. The wetland
boundaries including MHW and "404" limits were identified by Corps and DCM
personnel in late 1985. The shoreline of the property along the HHW contour is
approximately 1,280 linear feet. The area is classified as S.A. closed water and
as a primary nursery area.
The applicants are proposing to subdivide the highground into 13 residential lots
initially. The disposal area will be divided into an additional four lots upon
the availability of a county-wide sewer system. These lots will be served by a
central road. This road in order to satisfy current stormwater requirements will
be unpaved at all points less than 30.' from the MHW contour. A full stormwater
plan has been submitted to and tenatively approved by the Division of Environmental
Management for this project (see application package) Retention ponds and percu-
lation basins will be utilized. A central septic tank with a low pressure pipe
drainfield will provide wastewater treatment for the 13 units. A 1,270' bulkhead
consisting of treated lumber will be constructed as indicated on the plans. The
top elevation of this structure will be approximately 7.0'±. The alignment will
be from 2'-5' landward of the MHW contour along the north side and around the east
point of the property. Some highground fill material will be placed landward of
the structure. In order to provide for boat access a pier and dock system will
be constructed. The pier is approximately 200' in length. The terminus has a
16' x 16' platform. A ramp extends from the platform to a platform (34' x 12')
which attaches to a floating dock approximately 45' x 200'. This dock displaces
approximately 9,408 s.f. of public trust area. The project will not require
dredging.
10. ANTICIPATED IMPACTS:
The project has been designed to meet current stormwater requirements. The boat
dock system is within the proposed CAMA guidelines for the ratio of square footage
of dock to linear feet of shoreline. The applicants have approximately 34,560 s.f.
of area available under the proposed marina regulation which will become effective
in the near future. They are limited by the fact that the area is a designated
nursery area. Wetland areas will be avoided and protected from impacts by either
the bulkhead or buffer areas or both. The project will clear the AIWW right-of-way.
WINDCHASE SUBDIVISION
PAGE 3
In order for the project to be considered consistent with the land use plan it
must be declared exceptionally designed by the New Hanover County Planning
staff due to the position of the 100-year storm flood line.
SUBMITTED BY: C. Robert Stroud, Jr. OFFICE: DCM-Wilmington DATE: May 7, 1986

APPLICATION
FOR
PERMIT TO EXCAVATE AND/OR FILL ' WATER QUALITY CERTIFICATION
EASEMENT IN LANDS COVERED BY WATER CAMA PERMIT FOR MAJOR DEVELOPMENT
Department of Administration State of North Carolina Department of the Army
(GS 146-12) Department of Natural Resources and Community Development Corps of Engineers, Wilmington District
(GS 113-229,143-215.3(a)(1), 143-215.3(c), 113A-118 (33 CFR 209.320.329)
Please type or print and fill in all blanks. If information is not applicable, so indicate by placing N/A in blank.
1. Applicant Information
A. Name Rising 3 (Windchase Subdivision)
Last First ' Middle
B. Address 4852 Randall Drive
Street, P. O. Box or Route
Wilmington R.C. 28403 [phone]
City or Town State Zip Code Phone
11. Location of Proposed Project.
A. County New Hanover
B. 1. City, town, community or landmark -Near end of Cabbage Inlet Lane - Wilmington
2. Is proposed work within city limits? Yes No X
C. Creek, river, sound or bay upon which project is located or nearest named body of water to project Whiskey Creek
111. Description of Project
A. 1. Maintenance of existing project 2. New work

B. Purpose of excavation or fill DEC 11 1985.E
1. Access channel length width depth

2. Boat basin --length- width deptbFHE
- E :,?
f. F=:1. fr_nfraT
BF
3. Fill area length widthdepth wn . -..
Of ICE
MINf:T?tJ RF MIl Al
_
4. Other length width depth
C. 1. Bulkhead length 2? 70' Average distance waterward of MHW (shoreline) Ap prox. 2-5' inland from MHW
2. Type of bulkhead construction (material) Treat ed lumber (211x8" tongu e and groove sheeting)
D. Excavated material (total for project)
1. Cubic yards 0 1).
E. Fill material to be placed below MHW (see also VI
1. Cubic yards 0 2.
Type of material
. A)
Type of material
IV. Land Type, Disposal Area, and Construction Equipment:
A. Does the area to be excavated include any marshland, swamps or other wetland? Yes No -_
B. Does the disposal area include any marshland, swamps or other wetland? Yes No X
C. Disposal Area
1. Location Backfill along inland face of Bulkh ad
2. Do you claim title to disposal area?- Yes
D. Fill material source if fill is to be trucked in
E. How will excavated material be entrapped and erosion controlled? Material will be retained by
Bulkhead
F. Type of equipment to be used BackhnP, Bul 1 dozer, Ptr _
G. Will marshland be crossed in transporting equipment to project site? If yes, explain No
D & F-81
Rev. 10/78
V. Intended Use of Project Area (Describe)
A. "rivate
2. Commercial
3. Housing Development or Industrial Single Family Residences
4. Other
B. 1. Lotsize(s)-6.78 Acres total project area above MHW
2. Elevation of lot(s) above mean high water
3. Soil type and texture _ Generally San& - Type I Soils
4. Type of building facilitiesoi structures Single Family Residences. 10 slip hoat mark,
S. Sewage disposal and/or waste eater treatment A. Existing Planned X
B. Describe Septic Tank with L.P.P. Dis oral System
6. Land Classification (circle one) DEVELOPED TRANSITIONAL COMMUNITY' AtF?WdpUse CONSERVATION OTHER (See CAMA Plan Synopsis)
Vi. Pertaining to Fill and Water Quality:
A. Does the proposed project involve the placement of fill materials below mean high water? Yes ' No X
B. 1. Will any runoff or discharge enter adjacent waters as a result of project activity or planned use of the
area following project completion? Yes_ No X
2. Type of discharge
3. Location of discharge
VII. Present rate of shoreline erosion (if known): Less than 2 feet per year
VIII. List permit numbers and issue dates of previous Department of Army Corps of Engineers or State permits for
work in project area, if applicable:
IX. Length of time required to complete project: - 1 year
X. In addition to the completed application form, the following items must be provided:
A. Attach a-copy of the deed (with State application only) or other instrument under which applicant
claims title to the affected property. OR if applicant is not claiming to be the owner of said property,
then forward a copy of the deed or other instrument under which the owner claims title plus written
permission from the owner to carry out the project on his land.
B. Attach an accurate work plat drawn to scale on 8% X 11" white paper (see instruction booklet for
details). Note: Original drawings preferred - only high quality copies accepted.
C. A copy of the application and plat must be served upon adjacent riparian landowners-by registered or
certified mail or by-publication (G.S. 113-229 (d))Enter date served
D. List names and complete addresses of the riparian landowners with property adjoining applicant's.
Such owners have 30 days in which to submit comments-to agencies listed below.
Elwood Kirkim- 335 Cahhane TnlPt lane. Wilminaton- N_C_
Edna M. Kirkum- 334 r;ihhano Tnla+ I nnO Wilm4nn+nn ICI r
X1. Certification requirement: I certify that to the best of my knowledge, the proposed ac cnmR
! Igs?
with the State of North Carolinas approved coastal management program and will be condud?%
manner consistent with such program.
r_['I f NT
Ile,
X11. Any permit issued pursuant to this application will allow only the development desc b'g.I (}pFfltG1 L
cation and plat. Applicants should therefore describe in the application and plat all anticipated devel-
opment activities, including construction, excavation, filling, and land clearing.
DATE 2 Z,,,?
Applicant's Signa ure
D&F-82 SEE REVERSE SIDE FOR MAILING INSTRUCTIONS
Rev. 10/78

JOSEPH S. ILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 HARBODR Owe:
WUAU GTON. NORTH CAROLINA
TELEPHONE gw"96I5M
April 7, 1986
Mr. Mike Williams
NC Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Windchase Stormwater Plan
Amendment to Area #4 Revisions
'New Hanover County
Dear Mr. Williams:
MAILM ADDRESS
POV OFIWZ BOX 3!f• 4TA.
WRIMMOTON. N.C. =0341.

As we discussed in our conversation on April 7, 1986, the following
changes are proposed for the revised Windchase stormwater plan - Area #4:
1. The bottom elevation of the basin will be 5.4'. This will allow
a two (2) foot separation between the seasonal high water table and the
bottom of the basin.
2. The rim elevation remains at elevation 7.21, providing 1.8' of
storage-depth.
3.• The calculations are:
2,350 Sq. Ft.(pond area) x 1.5'/Hr/Sq. Ft.(perc. rate)
a 3;525 CF/Hr'(basin perc. rate
9,840 CF (total runoff into basin for 1.0 year storm) j 3,525 CF/Hr
2.8 Hrs (time to percolate 10 year storm runoff)
Since this basin will percolate the total calculated runoff in 2.8
hours, it is adequate for use as a stormwater pond, with no discharge
.occurring to S.A. waters from a 10 year, 24 tiour storm.
Please do not hesitate to contact me if you have any-questions or need
additional information.
Sincerely,I
JOSEPH S. HILL, JR. and ASSOCIATES

Michael S. Marsh
{?, 1046
FAi?? "Ew,9E?IT
1;: FFI'a
MSM/p va
JOSEPH S. HILL JR and ASSOCUTES
CONSULTING ENGINEERS =0 PLANNERS
HU HARBOUR DME
"AUNGT+ON. NORTH CAROLINA
' TELEPHONE rig. WU"
January 8, 1985
Mr. Mike Williams
N.C. Division of Environmental
Management
7225 Wrightsville Avenue
Wilmington, N.C. 28403
Subject: Stormwater Management Plan
Windchase Subdivision
New Hanover County
Dear Mr. Williams:
Please find attached two (2) copies of the Sto.rmwater Management
Plan and. Calculations for subject project. Please take a look at these
items at your earliest convenience.
If you have any questions, please contact Mike Marsh or nWself. -
Sincerely,.
JOSEPH{ S. HILL, • JR. and ASSOCIATES
-`; osepb. S: Hill, Jr.; p.E
J
JSH/pva ' ... ' ,?
y ?C YT? K .?. 13
enc. ?; z< ;
WINDCHASE
Stormwater Retention Plan
100 Year Storm
RUNOFF CALCULATIONS
For calculation purposes, the entire site was divided into 8 subareas.
The amount of area covered by impervious surfaces in each subarea will be
determined and runoff volume calculated for the 100 year storm event (10.5"
precipitation in 24 hours, 4.5" precipitation max. intensity in 1 hour).:
After this volume has been determined, a retention system will be
designed to insure that no discharge to surface waters will occur from
impervious surfaces during the 100 year storm and that the retained runoff
will percolate into the soil.
See attached color-coded site plan for the various subareas.
The soils are Wakulla sand throughout the site having a permeability of
6.3 to 20.0 inches per hour. A permeability of 18 inches per hour was used
for the calculations.
AREA 1
Runoff from the impervious surfaces in Area 1 will be collected and
diverted into a percolati-on basin.
Impervious Surfaces - Rooftops = 2 x 2,400 = 4,800 FT2
Driveways = 146 LF x 10' W = 1,460 FT2
Streets = 390 LF x 16' W = M40 FT2
Total Impervious Surface Area = 12,500 FT2
10.5" Precip. in 24 hours = x .875 FT.'Precip./24 hrs
109937.5 CF/24 hrs
12,500 FT2
4.5" Precip. (max. intensity) in 1 hr.= x .375 FT. Precip./1 hr
4,687.5 CF/l hr.
Percolation Basin Area 2,000 FT2
Percolation Basin Depth = 1.'6'
Watertable Elevation = 2.0'
Arpa 1 rnnt_
Rim Elevation = 6.2'
Percolation Rate = 1.5'/hr.
Basin will percolate 1.5'/hr x 2,000 Ft2 = 3,000 CF/hr
4,687.5 CF (l hr Runoff) - 3,000 CF (1 hr Perc.) = 1,687.5 CF Storage Volume
Required
1,687.5 CF 2,400 Ft = 0.70' Basin Depth
+ 0.375' Precip. onto Basin
1.08' Basin Depth Required for 1 hr Intensity
+ 0.50' Freeboard.
1.58' Total Basin Depth
Total Runoff fry 100 year storm = 10,937.5 CF = 24 = 455 CF/hr.
Basin will percolate 3,000 CF/hr therefore no accumulation from 100 year
storm of 24 hours duration.
AREA 2
Runoff from the impervious surfaces in Area 2 will be collected and
diverted into a retention/percolation swaie.
Impervious Surfaces - Rooftop = 1 x 2,400 = 2,400 Ft2
Driveway = 125 LF x 10'W = 1,250 Ft2
3,650 Ft2
x .875 Ft Precip/24 hours
3,193.75 CF RO/24 hours
3,650 Ft2
x .375 Ft Precip/l hour
1,368.75 CF RO/i hour
Swale Area = 640 Ft2
Swale Depth = 1.5'
W.T. Elev. = 2.0'
Rim Elev. 6.0'
Percolation Rate = 1.5'/hr
2
Area 2 Cont.
Swale will percolate 1.5'/hr x 640 Ft2 = 960 CF/hr.
1,368.75 CF (1 Hr RO) - 900 CF (1 Hr Perc.) = 408.75 CF Storage Volume Required
408.75 CF = 640 Ft2 = 0.64' Depth Required
+ 0.375' Precip. onto Swale
1.02' Swale depth required for 1 hour intensity
+ 0.50' Freeboard
1.52' Total Swale Depth
Total runoff from 100 year storm = 3,193.75 CF 24 = 133 CF/Hr
Swale will percolate 960 CF/Hr therefore, no accumulation.
AREA 3

Runoff from impervious surfaces in Area 3 will be collected and diverted
into a percolation swale.
Impervious Surfaces - Rooftop = 1 x 2,400 Ft2
Driveway = 25 LF x 10' W
Total Impervious Area
Swale Area = 600 Ft2
Swale Depth = 1.0'
W.T. Elev. = 2.0'
Rim Elev. = 5.8'
Perco. Rate .= 1.5"/Hr
= 2,400 Ft2
250 Ft2
= 2,650 Ft2
x.0.875 Ft Precip./24 hrs
2,318.75 CF/24 hrs
2,650 Ft2
x 0.375 ft' Precip./l hr
993.75 CF/i hr
Swale will percolate 1.5'/Hr x 600 Ft2 = 900 CF/Hr
994 CF (1 Hr RO) - 900 CF (1 Hr Perc.) = 94 CF Required Storage Volume
3
Area 3 Cont.
94 CF j 900 Ft2 = 0.10' Depth Required
+ 0.375' Precip. onto Swale
0.475' Depth Required for 1 hour intensity
+ 0.50' Freeboard
0.975' Total Swale Depth
Total Runoff from 100 year storm = 2318.75 CF j 24 = 96.CF/Hr
Swale will percolate 900 CF/Hr; therefore, no accumulation.
AREA 4
Runoff from impervious suirfaces in Area 4 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 3 x 2,400 = 7,200 Ft2
Driveways = 140 LF x 10' W' = 1,400 Ft2
Street = 150 LF x 16' W = 2,400 Ft2
Circle = 155 LF x 10' W = 1,550 Ft2
12,550 Ft2
x .875 Ft Precip./24 hours
1-0,981 CF/24 hours
Percolation Basin Area = 2,350 Ft2
Percolation Basin Depth = 1.41
,
W.T. Elevation = 2.0'
Rim Elevation = 5.5'
Percolation Rate = 1-.5'/Hr
12;550 Ft2
x .375 Ft Precip./l hour
4,706 CF RO/1 hour
Basin will percolate 1.5'/Hr x 2,350 Ft2 = 3,525 CF/Hr
4,706 CF (1 Hr RO) - 3,525 CF (1 Hr Perc.) = 1,181 CF Storage Volume Required
4
Area 4 Cont.
1,181 CF t 2,350 Ft2 = 0.50' Basin Depth
+ 0.375' Precip. onto Basin
0.875' Basin Depth Required for 1 Hr Intensity
+ 0.50' Freeboard
1.375' Total Basin Depth
Total Runoff from 100 year storm = 10,981 CF j 24 = 458 CF/Hr
Swale will percolate 3,525'CF/Hr, therefore, no accumulation from 100 year
storm of 24 hour duration.
AREA 5
Runoff from impervious surfaces in Area 5 will be collected and
diverted into a percolation. basin.
Impervious Surfaces - Rooftops = 3 x 2,400 Ft2 = 7,200 Ft2
Driveways = 125 LF x 10' W = 1,250 Ft2
Total Impervious Surface Area = 8,450 Ft2
x 0.875 Ft Precip./24 Hr
7,393 CF RO/2-4 Hrs

Percolation Basin Area = 2,500 Ft2
Percolation Basin Depth = 0.5'
W_ T. Elevation = 2.0'
Rim Elevation = 5.5'
Perc. Rate = 1.5'/Hr
8,450 Ft2
x 0.375 Ft Precip./1 Hr
3,168 CF RO/1 Hr
Basin will percolate 2,500 Ft2 x 1.5'/Hr = 3,750 CF/Hr
3,168 CF (1 Hr RO) - 3,750 CF (1 Hr Perc.) = -582 CF (Excess Capacity)
Excavate Basin 0.50' to provide Freeboard.
5
Area 5 Cont.

Total runoff from 100 year storm = 7,393 CF j 24 = 308 CF/Hr
Basin will percolate 3,750 CF/Hr, therefore, no accumulation.
AREA 6
Runoff from impervious surfaces in Area 6 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 2 x 2,400 Ft2 = 4,800 Ft2
Driveways = 55 LF x 10' W = 550 Ft2
Street = 155 LF x 16' W = 2,480 Ft2
Total Impervious Surface Area = 7,830 Ft2
, x 0.875 Ft
6,851 CF/24 Hrs
7,830 Ft2
x 0.375 Ft
2,936 CF/1 Hr
Percolation Basin Area = 2050 Ft2
Percolation Basin Depth = 0,5'
W.T. Elevation = 2.0'
Rim Elevation = 5.8'
Percolation Rate = 1.5'/Hr
Basin will percolate 2,050 Ft2 x 1.5'/Hr. = 3,07-5 CF/Hr
2,936 CF (1 H-r.RO) - 3,075 CF (1 Hr Perc.) _ -139 CF (Excess Capacity)
Excavate Basin 0.50' to provide Freeboard.
Total runoff from 100 year storm = 6,851 CF j 24 Hrs = 285 CF/Hr.
Basin will percolate 3,075 CF/Hr, therefore, no accumulation.
6

AREA 7
Runoff from impervious surfaces in Area 7 will be collected and
diverted into a percolation swale.
Impervious Surfaces - Street = 290 LF x 16' W = 4,640 Ft2
x 0.875 Ft
4,060 CF RO/24 Hrs
4,640 Ft2
x 0.375 Ft
1,522..5 CF RO/1 Hr
Swale Area = 1,100 Ft2
Swale Depth = 0.5'
W.T. Elevation = 2.0'
Rim Elevation = 5.3'
Percolation Rate = 1.5'/Hr.,
Swale will percolate 1,100 Ft2 x 1.5'/Hr = 1,650 CF/Hr
1,522 (1 Hr RO) - 1,650 CF (1 Hr Perc.) = -128 CF (Excess Capacity)
Excavate swale 0.50' to provide Freeboard.
Total runoff from 100 year storm = 4,060 CF = 24 Hours = 170 CF/Hr.
Swale will percolate 1,650 CF/Hr., therefore, no accumulation from 100 year
storm of 24 hour duration.
AREA 8
Runoff from impervious surfaces in Area 8 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftop = 1,500 Ft2
Parking Lot = 800 Ft2
Driveway = 450 Ft2
Street Circle = 220 LF x 10' W T 2,200 Ft2
4,950 Ft2
x 0.875 Ft
4,331 CF RO in 24 Hrs

7
Area 8 Cont.
4,950 Ft2
x 0.375 Ft
1,856.25 CF RO/1 Hr
Percolation Basin Area = 1,300 Ft2
Percolation Basin Depth = 0.5'
W.T. Elevation = 2.0'
Rim Elevation = 5.8'
Percolation Rate = 1.5'/Hr,
Basin will percolate 1,300 Ft2 x 1.5'/Hr = 1,950 CF/Hr.
1,856 CF (1 Hr RO) - 1,950 CF (1 Hr Perc.) _ -94 CF (Excess Capacity)
Excavate Basin 0.5' to provide Freeboard.
Total runoff from 100 year storm = 4,331 CF j 24 Hrs = 180 CF/Hr.
Basin will percolate 1,950 CF/Hr, therefore, no accumulation.

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- -JOSEPH'S. 11114 JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAiLnvc'AnnRFSS:
1602 HARBOUR DRIVE FO6T OFFICE BOX 092-STA. 1
VALhUNGTON, NORTH CAROLINA W11AUNGTON, N.C. 2810341S5
TELEPHONE 919-M-1561
April 7, 1986
Mr. Mike.Williams
NC Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Windchase Stormwater Plan
Amendment to Area #4 Revisions
New Hanover County
Dear Mr. Williams:
As we discussed in our conversation on April 7, 1986, the following
changes are proposed for the revised Windchase stormwater plan - Area #4:
1. The bottom elevation of the basin will be 5.4'. This will allow
a two (2) foot separation between the seasonal high water table and the
bottom of the basin.
2. The rim elevation remains at elevation 7.2', providing 1.8' of
storage depth.
3. The calculations are:
2,350 Sq. Ft.(pond area) x 1.5'/Hr/Sq. Ft.(perc. rate)
3,525 CF/Hr (basin perc. rate
9,840 CF (total runoff into basin for 10 year storm) = 3,525 CF/Hr
= 2.8 Hrs (time to percolate 10 year storm runoff)
Since this basin will percolate the total,cal_culated runoff in 2.8
hours, it is adequate for use as a stormwater pond, with no'discharge
occurring to S.A. waters.from a 1-0 year. 24 hour storm.
Please do not hesitate to contact.me if you have any questions or need
additional information.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES

Michael S. Marsh
MSM/pva
JOSEPH S. HILL, JR. and ASS0CUTES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 35924TA. 1
WILMINOTON, NORTH CAROLINA WUMINOTON, N.C. 28103.4155
TELEPHONE [phone]
March 11, 1986
Mr. Mike Williams
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, N.C. 28403
Subject: Windchase Stormwater Plan
Soils Evaluation
New Hanover County
MM 14 M6
WILMINGTON REGIONAL OFFICE
DFM
Dear Mr. Williams:
Attached is a copy of the soils evaluation conducted by Mr. Ed
Andrews, P.G. for the Windchase stormwater plan.
The report shows that the retention areas will rapidly percolate
the collected stormwater runoff as designed.
Please do not hesitate to contact me if you have any questions
or need additional information.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES
Michael S. Marsh
MSM/pva
1r?D 0 0 SCO?
A
RECEIVED MAR 11 1986
RKA RUSSNOW, KANE & ANDREWS
Hydrweology Post Office Box 33634 Offices:
Gw1ogy Raleigh, North Carolina 27606 Raleigh, North Carolina
Env/ronawntal Sdonen [phone] Newport News, Virginia
Solis
March 8, 1986
Joseph S. Hill, Jr. and Associates
P.O. Box 5592-Station I
Wilmington, North Carolina 28403
RE: Stormwater Evaluation
Windchase Development
Dear Mr. Hill:
A preliminary geologic and hydrologic evaluation of the stormwater retention
basins for the Windchase Development reveals that significant infiltration
will occur. Eight specific sites were inspected to determine lithology; depth
to the water table; seasonal high water table; and infiltration rates. Two
distinct types of sites were identified:
Site #I, which is located at an approximate elevation of 8 feet above
mean sea • level, consists primarily of regressive beach ridge sands. Sites
#2 through #8 consist primarily of oyster shell fill at lower elevations.
In order to determine the infiltration rates at Site #I, double- ring
infiltrometers were used to characterize the maximum infiltration rate for
the finest textured layer which was approximately at 1.5 feet below land
surface. The infiltration rate was calculated to be greater than 28.5 inches
per hour. The slightly coarser well sorted sands to six feet should exhibit
a higher infiltration rates.
An attempt to measure the infiltration rates at the other sites was
unsuccessful because the double ring infi.ltrometer could not be seated in
the shell fragments. Estimated water table elevations indicate that the permeabil-
ity is greatest at sites 2, 3, 5, 7. and 8. Site #4 consists of intersticial
sand and silt with the oyster shells which has resulted in a slightly elevated
water table surface.
The sites revealed the following characteristics:
Mr. Joseph S. Hill, Jr., P.E. March 8, 1986
Joseph S. Hill, Jr, and Associates
Windchase Development
Page 2
J u ace elevation is 2.1 feet above MSL. A
double ring infiltrometer was performed at a depth of 1.5
feet below land surface with an infiltration rate of 28.5
in/hr.
Site #2 - This site revealed oyster shell fill to a
depth- 4 feet below land surface. The estimated land
surface is 5.8 feet land surface, with the water
level at a depth of 3.65 eet below land surface or 2.15
feet above sea level.. Due to oyster shells, it was not
possible to measure either infiltration rates or permeabilities.
Site #3 - This site revealed oyster shell fill to a
depth of 4 feet below land surface. The estimated land
/ surface is 4.8 feet above mean sea level, with an estimated
f water table surface elevation eet above mean sea
level (depth to water table 2.8 feet Due to oyster
shells, it was not possible to ure either infiltration
rates or permeabilities.
Site #4 - T-he estimated land surface elevation was
4.5 feet above mean vel and the water table surface
was encountered a 1.1 fee below land surface; therefore,
the water table min
ion was 3.4 feet above mean sea
level. Due to oyster shells to a depth of 6 feet, it was
not possible to measure either infiltration rates or permeabil-.
ities.
Site #5 - The estimated land surface elevation was
5.0 feet above me=-I ?vei and the depth to the water
table surface wa ee below land surface; therefore,
the water table a on was 2.9 feet above mean sea
level. Due to oyster shells to a depth of 6 feet, it was
not possible to measure either infiltration rates or permeabil-
it ies .
Site #6 - The estimated land surface elevation was
4.5 feet ve me evel and the depth to the water
table surface wa 2.2 feet below land surface; therefore,
the water table e ev ion was 2.3 feet above mean sea
Site #1 - The estimated elevation was 8 feet above
mea - lev el and the water table surface was encountered
at 5.90 feet below land surf ace; therefore the estimated
wa table s rf
Joseph S. Hill, Jr. and Associates
Windchase Development
Page 3
level. Due to oyster
not possible to measure
ities.
March 8, 1986
shells to a depth of 6 feet, it was
either infiltration rates or permeabil-
Site #7 - The estimated land surface elevation, was
5 feet above mea level and the depth to the water
table surface wa 2.44 eet below land surface; therefore,
the water table a evation was 2.56 feet above mean sea
level. Due to oyster shells to a depth of 6 feet, it was
not possible to measure infiltration rates or permeabilties.
Site #8 - *The estimated land surface elevation was
5.5 ee above me evel and the depth to the water
J table surface wa 3.9 fee below land surface; therefore,
the water table eleva n was 1.6 feet abov-e mean sea level.
Due to oyster shells to a depth of 6 feet, it was not
possible to measure infiltration rates or permeabilities.
The measured water table surface appears at the
depths where the soil seems to exhibit the chroma 2 or less color (Munsell
Color Chart). Therefore, the water table elevation for February 1986 is
very close or identical to the seasonal high water tab-le. The relative water
table surface elevation provides an insight into the relative permeabilities.
Apparently, Site #4 has a slightly higher water table elevation, because
of lower overall permeabilities.
For the purpose of your design effort, you should use a conservative
infiltration value of 18 inches per hour. Due to the high permeabilities,
distance to line sink, and the large stream width, these infiltration areas
will discharge all stormwater rapidly.
Please contact my office if you have any questions.
EEA;sb
Attachment
Very truly yours,

Edwin E. Andrews, 111, P.G.
Consulting Hydrogeologist
4
LITHOLOGIC LOG
Windchase Development
Site #1
0-0.7 ft. Brown fine sand with organics and silt
0.7-1.0 ft. Yellow brown fine to medium well sorted sand
1-2 ft. Yellow brown fine to medium well sorted sand
2-3 ft. Yellow brown fine to medium well sorted sand
3-6 ft. Light yellow brown fine to medium very well sorted sand
Sites #2-8
0-4 ft. Gray l oose oyster shells with sand and shell fragments
4-6 ft. Brown oyster shells with silty sand and shell fragments
WINDCHASE
Stormwater Retention Plan
100 Year Storm
RUNOFF CALCULATIONS

For calculation purposes, the entire site was divided into 8 subareas.
The amount of area covered by impervious surfaces in each subarea will be
determined and runoff volume calculated for the 100 year storm event (10.5"
precipitation in 24 hours, 4.5" precipitation max. intensity in 1 hour).
After this volume has been determined, a retention system will be
designed to insure that no discharge to surface waters will occur from
impervious surfaces during the 100 year storm and that the retained runoff
will percolate into the soil.
See attached color-coded site plan for the various subareas.
The soils are Wakulla sand throughout the site having a permeability of
6.3 to 20.0 inches per hour. A permeability of 18 inches per hour was used
for the calculations.
AREA 1
Runoff from the impervious surfaces in Area 1 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 2 x 2,400 = 4,800 FT2
Driveways = 146 LF x 10' W = 1,460 FT2
Streets = 390 LF x 16' W = 6,240 FT2
1
Total Impervious Surface Area = 12,500 FT2
10.5" Precip. in 24 hours x .875 FT. Precip./24 hrs
4.5" Precip. (max. intensity
Percolation Basin Area = 2,000 FT2
Percolation Basin Depth = 1.6'
Watertable Elevation =,2.0 5.9o,.
10,937.5 CF/24 hrs
12,500 FT2
in 1 hr.= x .375 FT. Precip./1
4,687.5 CF/l hr.
7,X91 •? ?•f : R&W-OF-F-
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7
ADD/Trv??.? ? ??
Area 1 Cont.
1,687.5 CF = 2,400 Ft2 = 0.70' Basin Depth
+ 0.375' Precip. onto Basin
1.08' Basin Depth Required for 1 hr Intensity
+ 0.50' Freeboard
1.58' Total Basin Depth
Rim Elevation = 6.2'
Percolation Rate = 1.5'/hr.
Basin will percolate 1.5'/hr x 2,000 Ft2 = 3,000 CF/hr
4,687..5 CF .(i hr Runoff) - 3,000 CF (1 hr Perc.) = 1,687.5 CF Storage Volume
Required
Total Runoff from 100 year storm = 10,937.5 CF =. 24 = 455 CF/hr.
Basin will percolate 3,000 CF/hr therefore no accumulation from 100 year
storm of 24 hours duration.
AREA 2
Runoff from the.impervious surfaces in Area 2 will be collected and
diverted into a retention/percolation swale.
Impervious Surfaces - Rooftop = 1 x 2,400 = 2,400 Ft2
Driveway = 125 LF x 10'W = 1,250 Ft2
3,650 Ft2
x .875 Ft Precip/24 hours
3,193.75 CF RO/24 hours
3,650 Ft2
x .375 Ft Precip/l hour
1,368.75 CF RO/l hour
Swale Area = 640 Ft2
Swale Depth = 1.5' 21?9•?? C? ?nIOF
W.T. Elev. = 2.0' Q
/?D G•?•
STIR ?
Rim Elev. = 6.0' ------

Percolation
Rate = 1.5'/hr r
111 J7 C•1• ??D •
ADD'srb
2
?l Z?i.17 c
0
Area 2 Cont.
Swale will percolate 1.5'/hr x 640 Ft2 = 960 CF/hr.
1,368.75 CF (1 Hr RO) - 900 CF (1 Hr Perc.) = 408.75 CF Storage Volume Required
408.75 CF = 640 Ft2 = 0.64' Depth Required
+ 0.375' Precip. onto Swale
1.02' Swale depth required for 1 hour intensity
+ 0.50' Freeboard
1.52' Total Swale Depth
Total runoff from 100 year storm = 3,193.75 CF j 24 = 133 CF/Hr
Swale will percolate 960 CF/Hr therefore, no accumulation.
AREA 3
Runoff from impervious surfaces in Area 3 will be collected and diverted
into a percolation Swale.
Impervious Surfaces - Rooftop 1 x 2,400 Ft2
Driveway = 25 LF x 10' W
Total Impervious Area
= 2,400 Ft2
= 250 Ft2
= 2,650 Ft2 Z6??
x 0.875 Ft Precip./24 hrs
2,318.75 CF/24 hrs /583 G4
2,65-0 Ft2
x 0.375 Ft Precip./1 hr
993.75 CF/l hr
Swale Area = 600 Ft2 /JF?S 133 GA' gz)nlOF-F-
Swale Depth = 1.0' (A00 G•f S?? ,
W.T. Elev. = 2.0' ?jy?g3 C. STCa ??•p
Rim Elev. = 5.8'
Perco. Rate = 1.5'/Hr
Swale will percolate 1.5'/Hr x 600 Ft2 = 900 CF/Hr
994 CF (1 Hr RO) - 900 CF (1 Hr Perc.) = 94 CF Required Storage Volume
3
Area 3 Cont.
94 CF j 900 Ft2 = 0.10' Depth Required
+ 0.375' Precip. onto Swale
0.475' Depth Required for 1 hour intensity
+ 0.50' Freeboard
0.975' Total Swale Depth
Total Runoff from 100 year storm = 2318.75 CF j 24 = 96..CF/Hr
Swale will percolate 900 CF/Hr, therefore, no accumulation.
AREA 4
Runoff from impervious surfaces in Area 4 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 3 x 2,400 = 7,200 Ft2
Driveways = 140 LF x 10' W = 1,400 Ft2
Street = 150 LF x 16' W = 2,400 Ft2
Circle = 155 LF x 10' W = 1,550 Ft2
12,550 Ft2 1 Z S-52)
x .875 Ft Precip./24 hours
10,981 CF/24 hours '7320• g3 C
12,550 Ft2
x .375 Ft Precip./l hour
4,706 CF RO/1 hour
Percolation Basin Area = 2,350 Ft2
Percolation Basin Depth = 1.4'
W.T. Elevation = 2.0'
Rim Elevation = 5.5'
Percolation Rate = 1.5'/Hr
VW-9`3 CF: ?etJn/o
3210 57-6
i
------------------
'Ve 30.83 C •?. '*DD- ST6 . 0,61!p A
Basin will percolate 1.51/Hr x 2,350 Ft2 = 3,525 CF/Hr
4,706 CF (1 Hr RO) - 3,525 CF (1 Hr Perc.) = 1,181 CF Storage Volume Required
4
Area 4 Cont.
1,181 CF = 2,350 Ft2 = 0.50' Basin Depth
+ 0.375' Precip. onto Basin
0.875' Basin Depth Required for 1 Hr Intensity
+ 0.50' Freeboard
1.375' Total Basin Depth
Total Runoff from 100 year storm = 10,981 CF a 24 = 458 CF/Hr
Swale will percolate 3,525 CF/Hr, therefore, no accumulation from 100 year
storm of 24 hour duration.
AREA 5
Runoff from impervious surfaces in Area 5 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 3 x 2,400 Ft2 = 7,200 Ft2
Driveways = 125 LF x 10' W = 1,250 Ft2
Total Impervious Surface Area = 8,450 Ft2
x 0.875 Ft Precip./24 Hr
7,393 CF RO/24 Hrs
8,450 Ft2
x 0.375 Ft Precip./1 Hr
3,168 CF RO/1 Hr
Percolation Basin Area = 2,800 Ft2
Percolation Basin Depth = 0.5'
W. T. Elevation = 2.0'
Rim Elevation = 5.5'
41q 2q. l & C. f. Rvn/or-lam
t Z SO S>C?
34-79.16? 4-PD. Sr4r. AKD
Perc. Rate = 1.5'/Hr
Basin will percolate 2,500 Ft2 x 1.5'/Hr = 3,750 CF/Hr
3,168 CF (1 Hr RO) - 3,750 CF (1 Hr Perc.) = -582 CF (Excess Capacity)
Excavate Basin 0.50' to provide Freeboard.

5
Area 5 Cont.
Total runoff from 100 year storm = 7,393 CF j 24 = 308 CF/Hr
Basin will percolate 3,750 CF/Hr, therefore, no accumulation.
AREA 6
Runoff from impervious surfaces in Area 6 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 2 x 2,400 Ft2 = 4,800 Ft2
Driveways = 55 LF x 10' W = 550 Ft2
Street = 155 LF x 16' W = 2,480 Ft2
Total Impervious Surface Area = 7,830 Ft2 783b
x 0.875 Ft . 5$ 3
6,851 CF/24 Hrs 6 ?- G
7,830 Ft2
x 0.375 Ft
2,936 CF/1 Hr
Percolation Basin Area = 2050 Ft2
Percolation Basin Depth = 0.5'x(07 C•F. /?vi?©y1G
? 25 ?•F SY?4.
W.T. Elevation = 2.01
Rim Elevation = 5.8' 3s"?f2, s G•F- I?AD• ?Yb •??
Percolation Rate = 1.5'/Hr
Basin will percolate 2,050 Ft2 x 1.5'/Hr. = 3,075 CF/Hr
2,936 CF (1 Hr RO) - 3,-075 CF (1 Hr Perc.) = -139 CF (Excess Capacity)
Excavate Basin 0.50' to provide Freeboard.
Total runoff from 100 year storm = 6,851 CF = 24 Hrs = 285 CF/Hr.
Basin will percolate 3,075 CF/Hr, therefore, no accumulation-
6
AREA 7
Runoff from impervious surfaces in Area 7 will be collected and
diverted into a percolation swale.
Impervious Surfaces - Street = 290 LF x 16' W = 4,640 Ft2
x 0.875 Ft
4,060 CF RO/24 Hrs
4,640 Ft2
x 0.375 Ft
1,522.5 CF RO/1 Hr
Swale Area = 1,100 Ft2
Swale Depth = 0.5'
W.T. Elevation = 2.0'
Rim Elevation = 5.3'
Percolation Rate = 1.51/Hr.
Swale will percolate 1,100
1,522 (1 Hr R0) - 1,650 CF
Excavate swale 0.50' to pry
Total runoff from 100 yea-r
Swale will percolate 1,-650
storm of 24 hour duration.
AREA 8
Z7o?zC .-?. ,QtJNOF?
55o C •?• 5»
46 40 -AfL
.5$3?
Ft2 x 1.5'/Hr = 1,650 CF/Hr
(1 Hr Perc.) _ -128 CF (Excess Capacity)
)vide Freeboard.
storm = 4,060 CF = 24 Hours = 170 CF/Hr.
CF/Hr., therefore, no accumulation from 100 year
Runoff from impervious surfaces in Area 8 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftop = 1,500 Ft2
Parking Lot = 800 Ft2
Driveway = 450 Ft2
Street Circle = 220 LF x 10' W = 2,200 Ft2
4,950 Ft2
x 0.875 Ft
4,331 CF RO in 24 Hrs
yq ?a S .f.,
. S 83 ?
ZSBS ?? G? ?Lr/?/??
7
Area 8 Cont.
4,950 Ft2
x 0.375 Ft
1,856.25 CF RO/1 Hr
Percolation Basin Area = 1,300 Ft2
Percolation Basin Depth = 0.5' 2g85-.8 5-
C,?, /1,cl?Yd
W.T. Elevation = 2.0'
Rim Elevation = 5.8' 223s.$S ADD C.f'. 5TG !!D-
Percolation Rate = 1.5'/Hr
Basin will percolate 1,300 Ft2 x 1.5'/Hr = 1,950 CF/Hr.
1,856 CF (1 Hr RO) - 1,950 CF (1 Hr Perc.) = -94 CF (Excess Capacity)
Excavate Basin 0.5' to provide Freeboard.
Total runoff from 100 year storm = 4,331 CF = 24 Hrs = 180 CF/Hr.
-Basin will percolate 1,950 CF/Hr, therefore, no accumulation.
8
MAP SYMBOL
76B
104
SOIL NAME
Wakulla sand 1-8 per cent slope
Wakulla Series
SOIL SURVEY INTERPRETATION! MIRA 136
Rev. -,BTB.RER
__.,. _ .. .. _....._.... _ :. ... 9/72
The Wakulla series consists of somewhat excessively drained sands and loamy sands of the upland Coastal
Plain and stream terraces. The surface layer is dark grayish brown over light yellowish brava sand to a
depth of about 2 feet. In the subsoil below aboiit 24 inches is strong brown very friable loamy sand that
grades into yellowish brown and yellow sand at 42 inches. Slopes range from 0 to 10 percent.
vavrw rrn 9NYCT(:AT. ANn (.VVWCAL PROPERTIES
Major Coars Percentage Less Than 3 Avail. Shrink-
Soil Classification Fracte Inches Passing Sieve No.-- Permea- Water Soil Swell
WTisoas USDA >3 in. LL PI bility Cap. Reac- Poten-
(inehes) Texture Unified AASno Z 4 10 40 200 in/hr. in/in. tion tial
0-24 Sand SP-SM, A-2 100 100 75-90 5-15 -- NP .3-20.0 <.OS 4.5-6.0 Low i

24-42 Loamy Sand SMr A-2 100 100 80-95 10-25 -- NP .3-20.0 .05-.10 4.5-6.0 Low
SP-SM
42-83 Sand SP-SM, A-2 100 100 75-80 5-15. -- NP .3-20.0 <.05 4.5-6.0 Low
SM
Depth to rock: Rock Pree Hydrologic group: A _.'
Flood hazard: None
Wetness: None _
i
Improbable somrce
Good __ .._..._.-._. ?.... _. _ . __._?__ _
Pond teservoir areas -- t
---
Severe - rapid permeability - 7--
Pond embankments Severe - rapid permeability

Excavated ponds (aquifer fed) ' Severe - depth, to seasonally high water table more than 6 feet.
Corrosivity - Uncoated steel law - drainage,texture, reaction
Corrosivity - Concrete High - texture, reaction -" - - -
Dwellings - 0-41Z slopes slight
8-M slopes - moderate; slope
Septic tank filter fields 0-8Z slopes - slight All slope phases may be severe because of possible
0402 slopes- moderate slope- contamination of shallow water supplies.
Sewage Lagoons Severe - rapid permeability _
Local roads and streets 0-8Z alopea - slight
8-102: slopes:- moderate slope
Light industries 4-SZ slopes _ moderate slope
8-7!q;: slopes* severe slope ,
anitary landfill
Trench method Severe -. permeability
Area method Severe.- permeability
U. C ocr.rr a
REV. 7-70 IOM X 16- WORKSHEET 12-4W 4-N-2141s I ? a
9 X IOM WORK SHEET 12-68 4-9-27413-A 1 OF 7
.__. .. _?_.....__. nrr_Rrr (1F T.TuTTATTr1NS Awn vA-TnR SnTT. FRATMRS AFFECTING -SELECTED I15E.

F
to
? ? ,tea
3

z.
JOSEPH S, HUX, JR. and ASSOCIATES
CONSULTING.ENGINEERS and PLANNERS NAILING ADDRESS
1602 HARBOUR DRIVE POST OFFICE BOX 3592SPA. 1'
WILMINGTON. NORTH CAROLINA VALMINGTON. N.C. 28403.41SS
TELEPHONE [phone]"
March 20, 1986
Mr. Mike Williams
NC Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Windchase Stormwater Plan
Street Revision
New Hanover County
Dear Mr. Williams:
Attached is the revised stormwater plan for Windchase showing that
the driveway will be left in an unpaved condition at all points less than
30' from the mean high water line per DEM requirements.
Please complete your review of the subject plan as soon as possible.
Please do not hesitate to contact me if you have any questions or if
you fee-1 that other changes are necessary.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES
Michael S. Marsh
MSM/pva
enc.

JOSEPH S, HII.L, JIL and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 HARBOUR DRIVE
WILMINGTON, NORTH CAROLINA
TELEPHONE [phone]
January 8, 1985
Mr. Mike Williams
N.C. Division of Environmental
Management
7225 Wrightsville Avenue
Wilmington, N.C. 28403
Subject: Stormwater Management Plan
Windchase Subdivision
New Hanover County
Dear Mr. Williams:
WAILING ADDRESS:
POST OFFICE BOX 5592-STA. 1
WILMWGTON, N.C. 28103.4155

Please find attached two (2) copies of the Stormwater Management
Plan and Calculations for subject project. Please take a look at these
items at your earliest convenience.
If you have any questions, please contact Mike Marsh or myself.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES

Joseph. S. Hill, Jr., P. E.
JSH/pva
enc.
WINDCHASE
Stormwater Retention Plan
100 Year Storm
RUNOFF CALCULATIONS
For calculation purposes, the entire site was divided into 8 subareas.
The amount of area covered by impervious surfaces in each subarea will be
determined and runoff volume calculated for the 100 year storm event (10.5"
precipitation in 24 hours, 4.5" precipitation max. intensity in 1 hour).
After this volume has been determined, a retention system will be
designed to insure that no discharge to surface waters will occur from
impervious surfaces during the 100 year storm and that the retained runoff
will percolate into the soil.
See attached color-coded site plan for the various subareas.
The soils are Wakulla sand throughout the site having a permeability of
6.3 to 20.0 inches per hour. A permeability of 18 inches per hour was used
for the calculations.
AREA 1
Runoff from the impervious surfaces in Area 1 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 2 x 2,400 = 4,800 FT2
Driveways = 146 LF x 10' W = 1,460 FT2
Streets = 390 LF x 16' W = 6,240 FT2
Total Impervious Surface Area = 12,500 FT2
10.5" Precip. in 24 hours = x .875 FT. Precip./24 hrs
10,937.5 CF/24 hrs
12,500 FT2
4.5" Precip. (max. intensity) in 1 hr.= x .375 FT. Precip./1 hr
4,687.5 CF/l hr.
Percolation Basin Area = 2,000 FT2
Percolation Basin Depth = 1.6'
Watertable Elevation = 2.0'
Area 1 Cont.
Rim Elevation = 6.2'
Percolation Rate = 1.5'/hr.
Basin will percolate 1.5'/hr x 2,000 Ft2 = 3,000 CF/hr
4,687.5 CF .(1 hr Runoff) - 3,000 CF (l hr Perc.) = 1,687.5 CF Storage Volume
Required
1,687.5 CF 2,400 Ft2 = 0.70' Basin Depth
+ 0.375' Precip. onto Basin
1.08' Basin Depth Required for 1 hr Intensity
+ 0.50' Freeboard
1.58' Total Basin Depth
Total Runoff from 100 year storm = 10,937.5 CF + 24 = 455 CF/hr.
Basin will percolate 3,000 CF/hr therefore no accumulation from 100 year
storm of 24 hours duration.
AREA 2
Runoff from the-impervious surfaces in Area 2 will be collected and
diverted into a retention/percolation swale.
Impervious Surfaces - Rooftop = 1 x 2,400 = 2,400 Ft2
Driveway = 125 LF x 10'W = 1,250 Ft2
3,650 Ft2
x .875 Ft Precip/24 hours
3,193.75 CF RO/24 hours
3,650 Ft2
x .375 Ft Precip/l hour
1,368.75 CF RO/1 hour
Swale Area
Swale Depth
W.T. Elev.
Rim Elev. _
Percolation
640 Ft2
= 1.5'
2.0'
6.0'
Rate = 1.5'/hr
2
Area 2 Cont.
Swale will percolate 1.5'/hr x 640 Ft2 = 960 CF/hr.
1,368.75 CF (1 Hr RO) - 900 CF (l Hr Perc.) = 408.75 CF Storage Volume Required
408.75 CF + 640 Ft2 = 0.64' Depth Required
+ 0.375' Precip. onto Swale
1.02' Swale depth required for 1 hour intensity
+ 0.50' Freeboard
1.52' Total Swale Depth
Total runoff from 100 year storm = 3,193.75 CF + 24 = 133 CF/Hr
Swale will percolate 960 CF/Hr therefore, no accumulation.
AREA 3
Runoff from impervious surfaces in Area 3 will be collected and diverted
into a percolation swale.
Impervious Surfaces - Rooftop = 1 x 2,400 Ft2
Driveway = 25 LF x 10' W
Total Impervious Area
Swale Area = 600 Ft?
Swale Depth = 1.0'
W.T. Elev. = 2.0'
Rim Elev. 5.8'
Perco. Rate = 1.5'/Hr
= 2,400 Ft2
250 Ft2
= 2,650 Ft2
x 0.875 Ft Precip./24 hrs
2,318.75 CF/24 hrs
2,650 Ft2
x 0.375 Ft Precip./l hr
993.75 CF/l hr
Swale will percolate 1.5'/Hr x 600 Ft2 = 900 CF/Hr
994 CF (1 Hr RO) - 900 CF (1 Hr Perc.) = 94 CF Required. Storage Volume
3
Area 3 Cont.
94 CF + 900 Ft2 = 0.10' Depth Required
+ 0.375' Precip. onto Swale
0.475' Depth Required for 1 hour intensity
+ 0.50' Freeboard
0.975' Total Swale Depth
Total Runoff from 100 year storm = 2318.75 CF + 24 = 96.CF/Hr
Swale will percolate 900 CF/Hr, therefore, no accumulation.
AREA 4
Runoff from impervious surfaces in Area 4 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 3.x 2,400 = 7,200 Ft2
Driveways = 140 LF x 10' W = 1,400 Ft2
Street = 150 LF x 16' W = 2,400 Ft2
Circle = 155 LF x 10' W = 1,550 Ft2
12,550 Ft2
x .875 Ft Precip./24 hours
10,981 CF/24 hours
12,550 Ft2
x .375 Ft Precip./l hour
4,706 CF RO/1 hour
Percolation Basin Area = 2,350 Ft2
Percolation Basin Depth = 1.4'
W.T. Elevation = 2.0'
Rim Elevation = 5.5'
Percolation Rate = 1.5'/Hr
Basin will percolate 1.5'/Hr x 2,350 Ft2 = 3,525 CF/Hr
4,706 CF (1 Hr RO) - 3,525 CF (1 Hr Perc.) = 1,181 CF Storage Volume Required
4
Area 4 Cont.
1,181 CF = 2,350 Ft2 = 0.50'
+ 0.375'
0.875'
+ 0.50'
1.375'
Basin Depth
Precip. onto Basin
Basin Depth Required for 1 Hr Intensity
Freeboard
Total Basin Depth
Total Runoff from 100 year storm = 10,981 CF = 24 = 458 CF/Hr
Swale will percolate 3,525 CF/Hr, therefore, no accumulation from 100 year
storm of 24 hour duration.
AREA 5
Runoff from impervious surfaces in Area 5 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 3 x 2,400 Ft2 = 7,200 Ft2
Driveways = 125 LF x 10' W = 1,250 Ft2
Total Impervious Surface Area = 8,450 Ft2
x 0.875 Ft Precip./24 Hr
7,393 CF RO/24 Hrs
8,450 Ft2
x 0.375 Ft Precip./l Hr
3,168 CF RO/1 Hr
Percolation Basin Area = 2,500 Ft2
Percolation Basin Depth = 0.5'
W. T. Elevation = 2.0'
Rim Elevation = 5.5'
Perc. Rate = 1.5'/Hr
Basin will percolate 2,500 Ft2 x 1.5'/Hr = 3,750 CF/Hr
3,168 CF (.1 Hr RO) - 3,750 CF (.1 Hr Perc.) = -582 CF (,Excess Capacity)
Excavate Basin 0.50' to provide Freeboard.
5
Area 5 Cont.
Total runoff from 100 year storm = 7,393 CF = 24 = 308 CF/Hr
Basin will percolate 3,750 CF/Hr, therefore, no accumulation.
AREA 6
Runoff from impervious surfaces in Area 6 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftops = 2 x 2,400 Ft2 = 4,800 Ft2
Driveways = 55 LF x 10' W = 550 Ft2
Street = 155 LF x 16' W = 2,480 Ft2
Total Impervious Surface Area = 7,830 Ft2
x 0.875 Ft
6,851 CF/24 Hrs
7,830 Ft2
x 0.375 Ft
2,936 CF/l Hr
Percolation Basin Area = 2050 Ft2
Percolation Basin Depth = 0.5'
W.T. Elevation = 2.0'
Rim Elevation = 5.8'
Percolation Rate = 1.5'/Hr
Basin will percolate 2,050 Ft2 x 1.5'/Hr. = 3,075 CF/Hr
2,936 CF (1 Hr RO) - 3,075 CF (1 Hr Perc.) = -139 CF (Excess Capacity)
Excavate Basin 0.50' to provide Freeboard.
Total runoff from 100 year storm = 6,851 CF = 24 Hrs = 285 CF/Hr.
Basin will percolate 3,075 CF/Hr, therefore, no accumulation.
6
AREA 7
Runoff from impervious surfaces in Area 7 will be collected and
diverted into a percolation swale.
Impervious Surfaces - Street = 290 LF x 16' W = 4,640 Ft2
x 0.875 Ft
4,060 CF RO/24 Hrs
4,640 Ft2
x 0.375 Ft
1,522.5 CF RO/1 Hr
Swale Area = 1,100 Ft2
Swale Depth = 0.5'
W.T. Elevation = 2.0'
Rim Elevation = 5.3'
Percolation Rate = 1.5'/Hr.
Swale will percolate 1,100 Ft2 x 1.5'/Hr = 1,650 CF/Hr
1,522 (1 Hr R0) - 1,650 CF (1 Hr Perc.) = -128 CF (Excess Capacity)
Excavate swale 0.50' to provide Freeboard.
Total runoff from 100 year storm = 4,060 CF = 24 Hours = 170 CF/Hr.
Swale will percolate 1,650 CF/Hr., therefore, no accumulation from 100 year
storm of 24 hour duration.
AREA 8
Runoff from impervious surfaces in Area 8 will be collected and
diverted into a percolation basin.
Impervious Surfaces - Rooftop = 1,500 Ft2
Parking Lot = 800 Ft2
Driveway = 450 Ft2
Street Circle = 220 LF x 10' W 2,200 Ft2
4,950 Ft2
x 0.875 Ft
4,331 CF RO in 24 Hrs
7
Area 8 Cont.
4,950 Ft2
x 0.375 Ft
1,856.25 CF RO/1 Hr
Percolation Basin Area = 1,300 Ft2
Percolation Basin Depth = 0.5'
W.T. Elevation = 2.0'
Rim Elevation = 5.8'
Percolation Rate = 1.5'/Hr
Basin will percolate 1,300 Ft2 x 1.5'/Hr = 1,950 CF/Hr.
1,856 CF (1 Hr RO) - 1,950 CF (1 Hr Perc.) = -94 CF (Excess Capacity)
Excavate Basin 0.5' to provide Freeboard.
Total runoff from 100 year storm = 4,331 CF = 24 Hrs = 180 CF/Hr-
Basin will percolate 1,950 CF/Hr, therefore, no accumulation.
8
104
MAP SYMBOL SOIL NAME
76B Wakulla sand 1-8 per cent slope
Wakulla Series
SOIL SURVEY INTERPRETATIONS MLRA 136
Rev. -•BTB:REH
/7
The Wakulla series consists of somewhat excessively drained sands and loamy sands of the upland Coastal
Plain and stream terraces. The surface layer is dark grayish brown over light yellowish brown sand to a
depth of about 2 feet. In the subsoil below about 24 inches is strong brown very friable loamy sand that
grades into yellowish brown and yellow sand at 42 inches, Slopes range from 0 to 10 percent.
.wvn nwe•TPAT Awn rnnrwrsT. PRnP"TTF.S
Major
e Percentage Less Than 3 Avail. Shrink-
Soil Classification Fra?t Inches Passing Sieve No.-- Permits- Water Soil Swell
ll6tiaone USDA - >3 in. PI bility Cap. Reac- Poten-
(inches) Texture Unified AASHO z 4 10 40 200 in/hr. in/in. tion tial
0-24 i Sand SP-SM, A-2 100 100. 75-90 5-15 -- NP .3-20.0 1C.05 4.5-6.0 Low
SM
24-42 Loamy Sand SM, A-2 100 100 80-95 10-25 -- NP .3-20.0 .05-.10 4.5-6.0 Low
SP-SM
42-83 Sand SP-SM, A-2 100 100 75-80 5-15. -- NP .3-20.0 -C.05 4.5-6.0 Low
i SM
Depth to rock: Rock Free Hydrologic group: A._
Flood hazard: Nona ___,_.. ., .. _..
Wetness: None ,
i

Pond teservoir areas. - - Severe - rapid permeability - :,- -_.

Pond embankments Severe rapid permeability
i j
Excavated ponds (aquifer fed) ' Severe - depth, to seasonally high water table more than 6 feet.
Corrosivity - Uncoated steel. Low - dra I nage,texture, reaction
Corrosivity - Concrete High - texture, reaction

Dwellings
?._.. _._
0-6slopes -slight
8-10$. slopes - moderate, slope
Septic tank filter fields 0-8R slopes - slight All slope phases may be.severe because of possible
8-10% slopes-- moderate slope' contamination of shallow water supplies.
Sewage lagoons Severe - rapid permeability f _

Local Toads and streets 0-8% slopes - slight
8-10$: slopes:- moderate elope
w
Light industries 10pes -7-0 g
4-87. slopes'- moderate slope
g_TnT_ slopes:- severe' slope
Sanitary landfill
Trench method Severe.-. permeability
Area method Severe.- permeability
O. t. C.-MINI a ASMIOIMME SOIL CONS SVATIOM S SRY M FM WORM TOM
REV. 7-70 ton X14 WURRanC=. .a-w .- -....., .... _
9 X 10% WORK SHEET 12-68 4-N-27413-A 1 OF 2
__.....:.._..._...______._._....nRrRRF nF i.TMTTATTOM Arm MAJOR SOIL FEATURES AFFECTING SELECTED USE
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JOSEPH S. HILL, JR and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA. 1
WILMINGTON, NORTH CAROLINA WILMINGTON, N.C. 28403-4155
TELEPHONE [phone]
April 3, 1986
Mr. Mike Williams
NC Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject:. Windchase Development
Stormwater Plan Revisions - Area #4
New Hanover County
Dear Mr. Williams:
Attached are three (3) copies of the revised site plan and one (1)
copy of the revised calculations for Windchase Development - Area #4.
The revisions address the problem with the separation distance be-
tween the bottom of the originally proposed percolation basin and the
water table. I am certain you will find the changes adequate to control
the calculated runoff volume.
Please complete your review of these revisions as soon as possible.
Do not hesitate to contact me if you have any questions or need addit-
ional information.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES

Michael S. Marsh
MSM/pva
enc.
WINDCHASE
Revised Stormwater Calculations
AREA #4
The stormwater percolation basin.originally proposed for Windchase
development - Area #4 was found to be inadequate to store and percolate
the calculated volume of runoff from impervious surfaces. The separation
distance between the bottom of the proposed basin and the top of the
water table is 0.7 feet but the minimum required separation is 2.0 feet.
This percolation basin has therefore been redesigned as a retention
pond, (see attached site plan) eliminating the unsaturated material above
the water table and creating greater storage volume. The rim elevation
of the pond has also been elevated to increase the storage capacity to
accommodate.a 10-year, 24-hour storm (7" in 24 hours) with no filtration
assumed over the duration of the actual event. Since the pond.wi,ll dis-
charge in excess of 18" per hour,through the saturated zone (see previously
submitted hydrogeological evaluation), the runoff generated by a 10-year
storm will be discharged to the subsurface in less than 72 hours follow-
ing the event.
The amount of impervious area remains the same as in the original plan.
No grassed areas will contribute runoff to.this particular pond.
AREA #4 - Revised Calculations
Runoff from impervious surfaces in Area #4 will be collected and diverted
into a retention pond.
Impervious surface area = 12,550 Sq. Ft. (.previously submitted calculations)
x .58 Ft. Precip.
7,279 C.F. Runoff Volume
Pond Surface Area = 2,350 Sq.
7,279 = 2,350 Sq. Ft. = 3.1'
+..0.
3.7'
+ 31'41
7 . J. `
Ft.
Storage depth req'd. for runoff
Precip. onto pond surface
Total storage depth required
Water.Table elevation
Pond elevation after 10-year storm
(.Assumes no infiltration during event)

Area #4 Revisions
Continued
Retention Pond Area = 2,350 Sq. Ft.
Rim Elevation = 7.2'
Depth = 5.2'
W.T. Elevation = 3.4'
Available Storage Depth = 3.8' (.3.7'required)
Discharge Rate (saturated zone) = 1.5'/Hr. x 2,350 Sq. Ft.- 3,525 CF/Hr
Total R.O. from 10-year storm = 7,279 CF
7,279 CF(R.O.) = 3,525 CF(Disch arge Rate) = 2 Hr (time required to discharge
10-year storm R.O. to sub-
surface)
2