19860249 Ver 1_COMPLETE FILE_19860101

F
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402.1890
January 29, 1987
IN REPLY REFER TO
Regulatory Branch
SUBJECT: File No. SAWCO86-N-010-0178
Mr. Sandy Tyner
Post Office Box 10284
Southport, North Carolina 28461
--- Dear Mr. Tyner:
''
1-191TE ni l
R GP
Reference your application for a Department of the Army permit
to construct and backfill bulkheads, excavate a boat basin and
construct piers and docks on the Atlantic Intracoastal Waterway
(AIWW), just east of the Oak Island Bridge, near Yaupon Beach,
Brunswick County, North Carolina.
Your proposal has been reviewed and found to be consistent
with the provisions and objectives of general permit No. SAWCO80-
N-000-0291. Therefore, you may commence construction activity in
strict accordance with State permit No. 136-86, including plans,
integral to the State authorization, entitled "Atlantic Passage".
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 Mr. Ernest Jahnke,
telephone [phone].
Sincerely,
Charles W. Hollis
Chief, Regulatory Branch
-low
-2-
Copies Furnished:
Mr. William Mills
J 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. William L. Kruczynski, Chief.
Wetlands Section
Region IV
Marine and Estuarine Branch
U.S. Environmental Protection Agency
345 Courtland Street
Atlanta, Georgia 30365
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 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. Charles Jones
Morehead City Regional Office
North Carolina Division of
Coastal Management
Post Office Box 769
Morehead City, North Carolina 28557
Mr. Marc Bothol
Wilmington Regional Office
North Carolina Division of
Coastal Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Pe t s
STATE OF NORTH CAROLINA
Department of Natural ,R, Community Development
1. rl fqx -
Q Majat' ?e lq?ltrtnt ink
Conc t
n.
X Excavati "?
orr?aricf36r?' g')?s>!
to NCGS 113-229
Issued to Sandy R. Tyner, P. 0. Box 10284, Southport, NC 28461
Permit Number
136-86
authorizing development in ,Brunswick County at AIWW adjacent to SR 1210 (Oak Island)
bridge as requested in the permittee's application dated 1/23/86 including
attached plats for "Atlantic Passage", sheets 1-5 of 5 w/sheet 2 dated 10/2/85, revised
sheets 3 and 4 dated 5/7/86 and sheet 5 dated 11/12/85.
This permit, issued on 7•//I r6 , 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.
Site Development-General
1. (a) To mitigate for the loss of .877 acres of filled wetland (0.041 acre
of regularly flooded Spartina alterniflora_ and. seasonally flooded Spartina
cynosuroides marsh, 0.6G-6 -acre o irregularly flooded Juncus roemer anus
an istic-lis spicata marsh, 0.55 acre of seasonally o ded only
phragmites austra-l s -marsh, and 0.28 acre of submerged and intertidal
sandy s ore ine an equal amount of regularly flooded marsh shall be
created by excavating 0.877 acre of high ground south of building number
one in the.area of the abandoned boat rail at the west end of the property.
Additionally, the concrete bridge supports along the shoreline shall
be removed from the marsh surface and placed in an upland location.
The permittee or project agent shall meet with representatives of the
COE and/or the DCM on site to discuss appropriate excavation methods
before commencing this mitigation work.
(b) The new wooden bulkhead must be installed prior to all major site grading
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.
David W. Owens, Director
Division of Coastal Management
This permit and its conditions are hereby accepted.
Signature of Permittee
?r

Sa yAo. Tyner
Permit #136-86.
Page 2
ADDITIONAL CONDITIONS
activities and follow the wetland boundary as staked by DCM field office
personnel.
(c) All new buildings shall be located landward of the support deadmen and
cables needed for the bulkhead.
(d) Plans and specifications for the water system portion of this project
must be approved by the Engineering Planning Branch, Division of Health
Services prior to construction. For information regarding this matter,
the permittee should contact the Engineering Planning Branch at (919)
733-2460,
(e) 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 permittee is urged to contact the DCM at the Wilmington Regional
Office prior to any project activity in order to review this permit
and preclude any misunderstanding of conditions.
NOTE:., The permittee should contact the Vector Control Branch at [phone]
regarding appropriate mosquito control measures in and around the stormwater
infiltration basins.
NOTE: The project site is in Flood Hazard Zone A 12. BFE is 14' for 300'
from the water. All 7 buildings are affected.
NOTE: An Erosion and Sedimentation control plan will be required for this
project. This plan must be filed at least thirty (30) days prior to
beginning any land disturbing activity. Submit this plan to the Department
of Natural Resources and Community Development, Land Quality Section,
7225 Wrightsville Avenue, Wilmington, NC 28403.
NOTE: In order to provide wildlife habitat and assist in stormwater control,
the permittee is urged to retain as much of the native vegetation as
possible and carefully select those species that are planted and
used in landscaping.
Sewage Treatment and Potable Water Supply
2. (a) Prior to any work under this permit, the permittee must submit to appro-
priate authorizing agency plans and specifications for the sewage treatment
plant and be granted authorization to construct and operate such facilities.

Sa?dy"R. Tyner
ADDITIONAL CONDITIONS
Permit #136-86
Page 3
NOTE: Plans and specifications for the water system portion of this project
must be approved by the Engineering Planning Branch, Division of Health
Services prior to construction. For information regarding this matter,
the permittee should contact the Engineering Planning Branch at (919)
733-2460.
NOTE: Spoil disposal areas should be located at least 250 feet from potable
wells to avoid contamination of drinking water sources, if on-site wells
are proposed to supply the development.
Marina Development-and Operation
3. (a) In order to protect juvenile shrimp 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, Wilmington
Field Office (256-4161).
(b) The boat basin shall not extend more than 60 feet out from the mean
high water (MHW) mark in order to protect nearby primary nursery habitat.
(c) In order to enhance tidal flushing of the boat basin, the northern end
shall be dug to -5 feet (MHW) while the southern end shall be not greater
than -6.5 feet (MLW) in depth.
(d) All excavated material shall be confined on high ground behind earthen
dikes if a hydraulic dredge is used or behind the new bulkhead, if a
clamshell dredge is used.
(e) The temporary placement or double handling of excavated or fill materials
within waters or vegetated wetlands is not authorized.
(f) Prior to the occupancy of any boat slips, the permittee, will install,
and maintain operational for the life of the project, a pumpout facility
to serve boats with holding tanks.
(g) Prior to the occupancy of any slip, the permittee will post a sign(s)
indicating that a no sewage discharge policy will be enforced in the
docking area.
(h) This permit does not authorize fuel handling and boat repair, such as
sandblasting, painting, engine overhaul, etc.
(i) This permit does not authorize the interference with any existing or
proposed Federal project, and the permittee will not be entitled to
compensation for damage or injury to the authorized structure or work
which may be caused from existing or future operations undertaken by
the United States in the public interest.
(j) 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 on the United States.

Sandy R. Tyner
ADDITIONAL CONDITIONS
Permit #136-86
Page 4
(k) 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.
(1) It is possible that the authorized structure may be damaged by wave
wash from passing vessels. The issuance of this permit does not relieve
the permittee from taking all proper steps to insure the integrity
of the permitted structure and the safety of moored boats from damage
by wave wash.
Stormwater Management
4. (a) The innovative stormwater control system shall be installed and maintained
in accordance with Department guidance. The applicant shall allow depart-
ment personnel to inspect the condition of the catchment basins, drain
pipes, retention basins, and grassed berms, etc. on a regular basis
in order to study their effectiveness.
(b) Each basin shall be excavated to a depth below any confining layers
such as clays or silts.
(c) Catchment basins, drain pipes, and retention basins shall be periodically
cleaned of any fines or debris.
(d) Retention basins shall be maintained to the original size and depth.
Vegetation, vehicular parking, storage, future construction, paving
or other activities reducing the permeability of the basin areas from
the intended use is prohibited.
.(e) Retention basin dike walls shall be stabilized with vegetative cover
immediately after completion to avoid erosion.
(f) Bulkhead berms shall be constructed in accordance with the plans and
specifications dated 11/25/85.
APPLICATION
FOR
PERMIT 10 LXCAVAIL AND/OR FILL WATER QUALITY CERTIFICATION
EASEMENT IN LANDS COVERED BY WATER CAMA PERMIT FOR MAJOR DEVELOPMENT
apartment of Administration State of North Carolina Department of the Army
;5 14612) Department of Natural Resources and Community Development Corps of Engineers, Wllmin$ton 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.
I. Applicant Information
A. Name Tyner S andy R.
Last First ' Middle
8. Address P. 0. Box 10284
Street, P. O. Box or Route
Southport North Carolina "`28461 .919-457-6574
City or Town State Zip Code Phone
11. Location of Proposed Project:
A. County Brunswick
B. 1. City, town, community or landmark Near Oak Island Bridge near Yaupon Beach
2. Is proposed work within city limits? Yes No %
C. Creek, river, sound or bay upon which project is located or nearest named body of water to project North side o f
Atlantic Intracoastal Waterway.
I11. Description of Project Bulkhead
A. 1. Maintenance of existing project Basin-Docks/ 2. Newwork Docks-Bulkhead-Residential Purpose of excavation or fill tiona Development-
B. 1. Access channel length width depth
2. Boat basin - length_ .3 60 ? width 60' depth 6 '
3. Fill area Site Grading length 850' width 350' depth -4'
4. Other _ length width depth
C. 1. Bulkhead length 14 0 0 ' Average distance waterward of MHW (shoreline) 0' for 8381, 60' for 545.'
2.. Type of bulkhead construction (material) Pressure treated wood
D. Excavated material (total for project)
1. Cubic yards 3.000 2. Type of material Dredge spoil (sand)
E. Fill material to be placed below MHW (see also VI. A)
1. Cubic yards 250 (behind bulkhead. Type of material Sand
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 dispersal area include any marshland, swamps or other wetland? Yes No X
C. Disposal Area
1. Location Diked area in designated spoil area.
2. Do you claim title to disposal area? , y p s
0. fill material source if fill is to be trucked in Inland borrow pit_
E. How will excavated material be entrapped and erosion controlled? Diked area and approved erosion
control plan.
f . I ypc of equipment to be used Drag 1 in e .
G Will marshland be trussed in transporting equipment to project site? If yes, explain No.
81
10/78
Use o$ Pr t Area (Describe)
A: 1. Private B in - Docks.
2. Commercial T None
3. Hous(ngDevelopment orIndustrial Residential condominiums.
4, 04jtor Recreational swimming pool
8. 1. Lot size(s) N/A - Condominium project.
2. Elevation of lot(s) above mean high water 7r
3. Soil type and texture See Boring l o g s .
4. Type of building ,facilitiesorstructures 4-Story wood _frame at abgve ,elevaatti_o_* 13 MSL
- /4 0 4 a;ko Pl,_ , -7 &I ,
5. Sewage disposal and/or waste water treatment A. Existing Planned X
S. Describe Tertiary with sand filters with off-site subsurface disposal.
6. Land Classification (circle one) DEVELOPED TRANSITIONAL COMMUNITY' RURAL
CONSERVATION OTHER (See LAMA Local t4rgl.the 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 X No _..
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): Unknown
YJII. List permit numbers and issue dates of previous Department of Army Corps of Enoinom qr St;to porrWis ff}(
work In project area, if applicable: 134-80
IX. Length of tJme required to complete project: , 3 y e a r s .
In addition to the completed application form, the following items must be provided;
A. Attach • a coQy 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 skid proporty,
then forward a copy of the deed or other instrument under which the owner claims Eitie plus wrJtten
permission from tho owner. to carry out the project on his land.
B. Attach an accurate work plat draw-, to scale on 8j X 11 " white paper (w Instruction t poklgt fof
details). Note: Original 4rawings preferred - only high quality copies accepted.
C. A copy of the application and plat must be served upon adjacent riparian landowners by (eglstered gr
certified mAil or by puplication (G.S. 113-229 (d))Enter date served registered -mail on 1 1- 8- 8 5 . P l a t
sent 11
- -
0. List names and Fomplete addresses of the riparian landowners with property adjoinipg apelicartt'?.
Such owners have 4Q days in which to submit comments to agencies listed below.
Standard Products, Odell Williams, Town of Long Beach.
XI. Certification requirement: I certify that to the best of my knowledge, the proposed activity compllei
with the State of North Carolinas approved coastal management program and will be conducted in a
manner consistent with such program.
XII. Any permit issued pursuant to this application will allow only the development described In this appli•
cation and plat. Applicants should therefore describe in the application and plat all anticipated devel-
opment activities, including construction, excavation, filling, and land clearing.
fi:
Applicant's'Signature
F-82 SEE REVERSE SIDL FOR MAILING INSTRUCTIONS
. Io/7b

IN HEPLY HEFEH TO
Regulatory Branch
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402.1890
March 17, 1986
SUBJECT: File No. SAWCO86-N-010-0178
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
Dear Mr. Mills:
RECEIVED
MAR 18 101?86
WATER QUALITY SECTIOIN
OPERATIONS BRANCH
Enclosed is the application of Mr. Sandy Tyner, Post Office
Box 10284, Southport, North Carolina, for a Department of the Army
permit and a State Water Quality Certification to construct and
backfill bulkheads, excavate a boat basin, and construct piers and
docks just east4,,.of the Oak Island Bridge near Yaupon Beach,
Brunswick County, North Carolina. Your receipt of this letter
verifies your acceptance of a valid request for certification in
accordance with Section 325.2(b)(ii) of our administrative
regulations.
We are considering authorization of the proposed activity
pursuant to Section 404 of the Clean Water Act, and we have
determined that a water quality certification may be required
under the provisions of Section 401 of the same law. A Department
of the Army permit will not be granted until the certification has
been obtained or waived.
In accordance with our administrative regulations, 60 days
after receipt of a request for certification is considered a
reasonable time for State action. Therefore, if your office has
not acted on the request by May 5, 1986, the District Engineer
will deem that waiver has occurred.
Questions or comments may be addressed to Mr. Ernest Jahnke,
telephone [phone].
Sincerely,
h es W. lis
hi , Regul ory Branch
Enclosure
f ?
«...
?_ .

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. Rob Moul
Wilmington Regional Office
North Carolina Division of
Coastal Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
s APPLICATION 6 0I_
FUR '. --Q 78
PERMIT IU LXCAVAII: AND/OR FILL WATER QUALITY CERTIFICATION
EASEMEPIT fN LANDS COVERL'D.BY WATER CAMA PERMIT FOR MAJOR DEVELOPMENT
,.. .
'artment of Administration State of North Ca(ollna Dspartment of the Army
14612) Department of Natural Resourcas and Community Development Corps of Englnsert, wltminsion District
(GS 113.229, 143.215.3(a)(1), 143.215.3(c). 113A•114 (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.
Applicant Information ! ?w t '
A. Name- Tyner S andy R,
Last First ' f,??)dlc F? ??
B. Address P. 0. Box 10284 Street, P. O. Box or Route
Southport North Carolina °t•2.8469-457-6574
City or Town State Zip Code 'Phone
Location of Proposed Project: • .
A. County Brunswick
8. I. City, town, community or landmark Near Oak Island Bridge near Yaupon Beach
2. Is proposed work within city limits? Yes No X Y
C. Creck, river, sound of bay upon which project is located or nearest named body of water to project North side o f
Atlantic Intracoastal Waterway.
Description of Project Bulkhead
A. 1. Maintenance ofexistingproject Basin-Docks/ 2. Newwork Docks-Bulkhead-Residential Recrea-
tiona Develop tnent
B. Purpose of excavation or fill
1. Access channel length width depth
2. Boat basin length ' width 60 depth 6'
3. Fill area Site Grading length 8501 width 350 ' depth ±4v
4. Other length width depth
C. 1. Bulkhead length 14001 Average distance waterward of MHW (shoreline) - O v for 838', 60' for 54 5 ' .
2. Type of bulkhead construction (material) Pressure treated wood
D. Excavated material (total for project)
Cubic 3.000 Dredge spoil (sand)
1. Yards 2. Type of material
E. Fill material to be placed below MHW (see also VI. A)
1. Cubicyards 250 (behind bulkhead. Typeofmaterial Sand
r. Land Type, Disposal Area, and Construction Equipment:
A. Does the area to be excavated include any marshland, swamps or other wetland? Yes - No X
8. Does the dispusat arcs include any marshland, swamps or other wetland? Yes No X
C. Disposal Area
1. Location Diked area in designated spoil area.
2. Do you claim title to disposal area!- y P G
0. Fill material source it fill is to be trucked in _ Inland borrow pit
E. HOW will excavated material be entrapped and erosion controlled? Diked area and approved erosion
control Plan.
I I ypc cal cyuipment to be used Dr ag l in e .
G Will marshland be trussed to trampurting equipment to project site? If yes; explain No .

AilY&O,tandod Use of Pr ject Area (Describe)
1. Privaete Bta,s in - Do.cka
2.* mcrcial None
3. Vii. is Devvlopmont or Industrial Residential condominiums. '
a Recreational swimming pool
1. Lot size(s) N/A - Condominium project.
2. Elevation of lot(s) above mean high water 71
3. Sell type and texture See Boring l o g s .
4. Type,?fbuildingfacifitlesorstructures 4 y wood frame at above elevation +13 MS L.
5. Sewage disposal ind/or waste water trcaynent A. Existing Planned X
8. Describe-Tertiary with sand filters with off-site subsurface disposa
i..u. ..mow .. ...??
6. Land Classification (circle one) DEVELOPED TRANSITIONAL COMMUNITY' RURAL,
. CONSERVATION OTHER (See CAMA Local 1.4po.uso 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 X I119
........
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. Presort rate of shoreline erosion (if known): Unknown
Vill. List permit numbers and Issue dates of previous Department of Army Corps of En$ir q qr 594to pprmlJS Rf
work In project area, if applicable. 134-80
IX. Lsngth of time required to complete project. , 3 y e a r s .
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 applk4nt
claims title to the affected property. OR If applicant is not 4laiming to be the owner of 40 prgpofty,
then forward a copy pf the deed or other instrument under which the owner claims Eltle pJy1 WfJtl;?en ,
Permission from thf owner to carry out tjte project on his land.
S. Attach an accurate work plat drawn to scale on 8%i X 11" white paper (w instruetign ppoklQt for .
details). Note: Ordinal wings preferred - only high quality copies accepted.
C. A copy of the application and plat must be served upon adjacent riparian landowners by rctterftpr '
coriified m4ii of by puplic4cion (G.S. 113-22P (d)) Enter date served r e g i s t e r e d •m a i o n 11- 8- 8 S. P l a t
- -
11
D. List names and Fomploto addresses of the riparian landowners with property adjoihips apPllcagj'>H sent
Such owners hav` 49 days in which to submit comments to agencies listed below.
Standard Products, Odell Williams, Town of Long Beach.
4
XL Certification requirement: I certify that to the best of my knowledge, the proposed activity compilc,4
with the Suit of North Carolinas approved coastal management program and will be conductqd in a
manner consistent with such program.
;11. Any permit issued pursuant to this application will allow only the development described in this appll•
cation and plat. Applicants should therefore describe in the application and plat all anticipated devel-
opment activities, including construction, excavation, filling, and land c wring.
tY Applicant!vSignat4rc
'82 SEE REVERSE SIUL FOR MAILING INSTRUCTIONS
1Q/?s
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402.1890
March 17, 1986
IN REPLY REFER TO t
Regulatory Branch
SUBJECT: File No. SAWC086-N-010-0178
Mr. Sandy Tyner
Post Office Box 10284
Southport, North Carolina 28461
Dear Mr. Tyner:
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 7, 1985, for a
De.partment of the Army permit to construct and backfill bulkheads,
excavate a boat basin, and construct piers and docks just east of
the Oak and Bridge near Yaupon Beach, Brunswick County, North
Carolina/ indicates it to be a candidate for Federal authorization
unde - is 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 and Section 404 of the Clean Water Act, has been
assigned No. SAWC086-N-010-0178 and will be coordinated by
Mr. Ernest Jahnke, telephone [phone]. He is, available to
address questions or comments you may have.
Sincerely,
w •
Charles W. Hollis
Chief, Regulatory Branch
Enclosure

-2-
Copies Furnished (without enclosure):
Mr. John Parker Ms. L. K. (Mike) Gantt
Division of Coastal Management U.S. Fish and Wildlife Service
North Carolina Department of Post Office Box 25039
Natural Resources and Raleigh, North Carolina 27611-5039
Community Development
Post Office Box 27687 Mr. Randy Cheek
Raleigh, North Carolina 27611-7687 National Marine Fisheries
Service, NOAH
Mr. William Mills Pivers Island
Water Quality Section Beaufort, North Carolina 28516
Division'of Environmental
Management Mr. William L. Kruczynski, Chief
North Carolina Department of Wetlands Section
Natural-Resources and Marine and Estuarine Branch
Community Development U.S. Environmental Protection Agency
Post Office Box 27687 345 Courtland Street
Raleigh, North Carolina 27611-7687 Atlanta, Georgia 30365
Mr. Charles Jones Mr. Rob Moul
Morehead City Regional Office Wilmington Regional Office
North Carolina Division of North Carolina Division of
Coastal Management Coastal Management
Post Office Box 769 7225 Wrightsville Avenue
Morehead City, North Carolina 28557 Wilmington, North Carolina 28403

r

IN REPLY HULK 1 V
Regulatory Branch
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402.1890
May 14, 1986
SUBJECT: File No. SAWC086-N-010-0178
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:
RECEIVED
MAY 191986
WATER QUALITY SECTION
OPERATIONS BRANCH
Reference the application of Mr. Sandy R. Tyner, Atlantic
Passage, for a Department of the Army permit to construct and
backfill bulkheads, excavate a boat basin, and construct piers and
docks on the Atlantic Intracoastal Waterway (AIWW), immediately
east of the Oak Island Bridge, near Yaupon Beach, Brunswick
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 (these conditions require that the applicant
redesign his project to eliminate the placement of any dredged or
fill materials in waters of the United States, those waters and
vegetated wetlands subject to the Corps of Engineers' regulatory
jurisdiction pursuant to Section 404 of the Clean Water Act):
a. The bulkheads will be aligned at or landward of any waters
of the United States, including vegetated wetlands. To prevent an
unintentional violation of this authorization, a representative of
the Corps of Engineers will stake the Corps of Engineers'
regulatory jurisdiction prior to any construction.
b. All excavated materials will be confined landward of the
mean high water (MHW) elevation contour and any regularly or
irregularly flooded vegetated wetlands (waters of the United
States).

-2-

c. No excavated or fill materials will be placed at any time
in any vegetated wetlands or waters of the State.
d. Excavation will not exceed 6 feet below the elevation of
mean low water (MLW).
e. 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.
f. The temporary placement or double handling of excavated or
fill materials within waters or vegetated wetlands is not
authorized.
g. This permit does not authorize the interference with any
existing or proposed Federal project, and the permittee will not
be entitled to compensation for damage or injury to the authorized
structure or work which may be caused from existing or future
operations undertaken by the United States in the public interest.
h. 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 on the United States.
g. 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.
h. It is possible that the authorized structure may be
damaged by wave wash from passing vessels. The issuance of this
permit does not relieve the permittee from taking all proper steps
to insure the integrity of the permitted structure and the safety
of moored boats from damage by wave wash. The permittee will not
hold the United States liable for any such damage.
k
-3-
Questions or comments may be addressed to Mr. Ernest Jahnke,
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. Rob Moul
Wilmington Regional Office
North Carolina Division of
Coastal Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Law Engineering Testing Company
616 Market Street
Wilmington, North Carolina 28401

DIVISION OF ENVIRONMENTAL MANAGEMENT
Water Quality Section
April 9, 1986
M E M O R A N D U M
TO: John Parker
FROM: Bill Mills OVIA
SUBJECT: Application for CAMA Permit
Sandy Tyner - Atlantic Passage
Brunswick County
The Subject application has been reviewed for water quality
impacts and the following comments are offered:
1. The project will require a 401 Certification but meets the
requirements for general certification for fill behind
bulkheads.
2. The stormwater management plan is sufficient to assure
protection of adjacent waters from violations of coliform
standards due to runoff. The following permit conditions are
recommended for management of the stormwater program:
a. Each basin shall be excavated to a depth below any
confining layers such as clays or silts.
b. Catchment basins, drain pipes, and retention basins shall
be periodically cleaned of any fines or debris.
C. Retention basins shall be maintained to the original size
and depth. Vegetation, vehicular parking, storage,
future construction, paving or other activities reducing
the permeability of the basin areas from the intended
use is prohibited.
d. Retention basin dike walls shall be stabilized with
vegetative cover immediately after completion to avoid
erosion.
e. -Bulkhead berms shall be constructed in accordance with
the plans and specifications dated 11/25/85.
- -----_.
r

-2-
3. Spoil disposal areas should be located at least 250 feet from
potable wells to avoid contamination of drinking water
sources, if on-site wells are proposed to supply the
develognent.
4. It is expected that use of the proposed 58 slip mooring docks
will contravene water quality standards for fecal colif_orm
within the waters classified SA, due to overboard discharges
of sewage, regardless of the applicant's intent to provide
marine pumpout facilities.
5. It is recamnended that the project application be denied based
on expected sewage discharges from the marina. Should the
number of boat slip be reduced to 10 slips or less and provide
marine pumpout facilities, we would not object to the permit.
BM/dkb
cc: Preston Howard

.-
+._

MEMORANDUM
DATE: March 27, 1986
DIVISION OF ENVIRONMENTAL MANAGEMENT
TO: Bill Mills R E C E t V E D
Operations Branch
FROM: A. Preston Howard, Jr. APR 04 1086
Wilmington Regional Office
WATER QUALITY SECTIOltd
THRU: Charles Wakild OPERATIONS BRANCH
Wilmington Regiona ffice
SUBJECT: Regional Office Review & Recommendations
Application for Permit for Excavation and/or Fill
Sandy R. Tyner - Atlantic Passage
Brunswick County

The applicant proposes to develop a 7.84 acre tract of land by constructing
7, 4-story condominium structures, 140, 2 bedroom units, parking areas, swimming
pool and mooring facilities for 58 boats. The project is located along the AIWW
adjacent to the Oak Island Bridge, and classified SA, currently closed to shell-
fishing.
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 stormwater management plan submitted appears to meet the objectives of
the current BPJ document, by retaining the runoff generated by a 10 year-24
hour storm event on site. Retention basins beneath the building structures
have been designed to contain the total volume of the runoff from all impervious
surface areas comprising approximately 39% of the total site. Runoff is
designed to infiltrate into the surface water aquifer within approximately
2.4 days following the 10 year-24 hour storm event. Mr..Rick Shiver,
Regional Hydrologist, Wilmington Regional Office, has reviewed the information
relative to the transmissivity and storage coefficient, determined by pump
test data, and feels that the calculations are accurate, and the report is
sound. Mr. Shiver does not expect that stormwater will contravene groundwater
standards due to the stormwater infiltration systems designed.
;,In order to ensure that the stormwater retention/infiltration system remains
effective, it is recommended that the following conditions be applied:
a. Each basin shall be excavated to a depth below any confining layers such
as clays or silts.
.,
.. f

.. ;,:
?? _. ?
;,-
i
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Bill Mills
March 27, 1986
b. Catchment basins, drain pipes and retention basins shall be periodically
cleaned of any fines and debris.
c. Retention basins shall be maintained to the original size and depth.
Vegetation, vehicular parking, storage, future construction, paving
or other activities reducing the permeability of the basin areas from
the intended use, is prohibited.
d. Retention basin dike walls shall be stabilized with vegetative cover
immediately after completion, to avoid erosion.
e. Bulkhead berms shall be constructed in accordance with the plans and
specs dated 11/25/85.
3. It is expected that the use of the proposed 58 slip mooring docks will
contravene water quality standards for fecal coliform within waters classified
SA, due to overboard discharges of sewage, regardless of the applicant's intent
to provide marine pumpout facilities.
4. Spoil disposal areas shall be located at least 250 feet from potable wells to
avoid contamination of drinking water sources, if on-site wells are proposed
to supply the development.
5. It is recommended that the proposed project application be denied based on
the 58 slip residential marina. This office would not object to a proposal
to limit the amount of slips to a total number of 10 slips and/or a boat ramp
concept that also provides marine pump-out facilities.
APH:MFW:kcs
cc: DCM - Rob Moul
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OFFICE OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
1. Applicant's.-name Sandy R. Tyner
2.' 'Location..of project site 'Along AIWW east of the Oak Island Bridge next to bend in
Elizabeth River off of S.R. 1210.
3. Investigation type: Dredge,& Fill X CAMA X
4. Investigative procedure: (A) Dates of site visit 9/12/85 12/13/85 2/21/86
(B) Was applicant present Yes Yes No
1984 photo 10-99; Grids J&K - 8,9,10 and 11
5. Processing procedure: Application received 2/12/86 Office DCM-Wilmington
6. Site description: (A) Local Land Use Plan Brunswick County
Land classification from LUP Transitional
Development constraints identified in LUP None
(B) AEC(s) involved: Ocean Hazard Estuarine shoreline X
Coastal wetlands X Public trust waters
Estuarine waters X Other
(C) Water dependent: Yes X No Other
(D) Intended use: Public Private X Commercial
(E) Type of waste water treatment: Existing
Planned Subsurface package system.
(F) Type of structures: Existing Commercial fish house.
Planned Seven four-story condominium buildings with 140 units and r e id n ial marina,
(G) Estimated annual rate of erosion N/A Source N/A
7.' Habitat description:
AREA
(A) Vegetated wetlands: Dredged Filled Other
Distichlis spicata & Juncus sue. 240 sf marine railway
ragm es communus ±240,000 sf upland fill
Spartina alterniflora 160 sf marine railway
Spartina cynosuroides 1,600 sf ditch fill
(B) Non-vegetated wetlands:
basin bottom (mud) 21,600 sf new basin

(C) Other:
Estuarine Shoreline
12,150 sf buildings
Upland 6.83 acres (graded)
(D) Total area disturbed: 5.68 acres upland; 1.15 acres high marsh; .5 acres bplnw Muw
8. Project summary The applicant proposes to construct (140) two bedroom condominium units.
contained within 7 buildings on a 7.8 acre tract where his existing fishhouse business
is located due east of the N.C. 133 bridge to Oak Island. Also proposed is a 58 slip
residential marina.
A&L
¦
Sandy R. Tyner
Page 2
9(a) SITE DESCRIPTION:
The property under consideration is in Brunswick County, situated on the mainland .
side of the AIWW, just east, of the N.C. 133 Bridge running to Yaupon/Caswell/Long
Beach. The owner of the property operates "Sandy's Seafood", a wholesale-retail
fish market which is situated on the tract. The rest of the 7.84 acre property
is undeveloped and contains predominantly pine woodland acreage. A 61-16' fringe
of cordgrass (Spartina alterniflora) is found along the southern boundary of the
tract adjacent to the AM. Landward from this fringe is a 401-80' wide band of
mixed high marsh comprised predominantly of saltgrass (Distichlis s icata); woody
glasswort (Salicornia spp.); salt marsh hay (Spartina patens; and sea ox-eye
(Borrichia frutescens). The outside perimeter of the high marsh has another
5'-12' wide band of giant cordgrass (Spartina cynosourides) and/or giant reed
(Phragmites communius). In fact the areas shown as "Coastal Wetlands Boundary"
on the plats contain some or all of these species. Some.remnant black needlerush
is found near the western boundary of the tract in a previously permitted marine
railway. private basin (see permit 92-79). The needlerush marsh has volunteered
in the.basin at a rapid rate and can be seen on adjacent "upland" sites growing
at elevations of 5'-6' (MSL). Also an old spoil area measuring 300' by 80'
along the AIWW contains 24,000 sf of giant reed, myrtles and cedars. This low
spot is found on the plats around the proposed pool site. The northern side of
the tract has the highest elevations of 11' MSL as this contour follows the
crest of a man-made dike disposal berm for the adjacent CP&L discharge canal
dredging which occurred in the late 60s to.early 70s. The proposed 30,000 sf
section of the site for sewage treatment and disposal is located in the N.W.
corner approximately 440' from the MAW mark.
A state CAMA permit (134-80). is still active for excavation worm along the
eastern boundary of the tract in a portion of the Elizabeth River. An open
water boat basin measuring 360' x 100' was permitted for maintenance dredging.
Average depths in this basin are -2`1(MLW) and consist of mud/silt. A deteriorated
bulkhead, pier, and dock with an ice house is also located along this eastern
shoreline. Random depths along the edge of the AIWW channel average -5' MLW. The
AIWW and this segment of the Mizabeth River are classified as S.A. The AIWW is
a secondary nursery area, while most of Elizabeth River is primary nursery
habitat. The adjacent :shellfish beds are closed. for harvest at this time.
9(b) PROJECT DESCRIPTION:
The applicants propose to construct 7 four story condominium buildings on the site
which will contain 140 two bedroom units. Approximately 42,000 gallons of waste-
water will be generated by the project and will be disposed of withing an
approved low pressure system north of the property. A 1,600 linear foot wooden
bulkhead is proposed around 70% of the tract in order to raise the land elevations
to be at or above 9' MSL under the 7 buildings. All backfill will be soil taken
from 7 large retention excavations underneath the buildings. All retention/
storage basins under the buildings will be interconnected with plastic pipe.
Runoff generated on the adjacent asphalt parking surfaces will flow towards four
central catch basins which will then be directed into the 7 retention basins.
Stormwater will be removed by infiltration and flux through the underlying surface
aquifer which will lie at a minimum 1' depth below the bottom of the basins.
K
Sandy R. _Tyner'.
:Page 3
Total impervious surfaces for the buildings equals 49,000 sf and pavement surfaces
cover 85,000 sf of the tract. The pool will cover 1,800 sf and will be surrounded
by wooden decking. The new boat basin to be dredged out of Elizabeth River-will
measure 360' in length by 60' in width to a -6' depth. Approximately 3,000
cubic yards of dredge spoil will be removed by dragline towards the center of-the
tract and be spread in a low area as illustrated on Sheet A. No excavation is
proposed along the AIWW. A total of 58 open water slips are proposed by the
drawings. As proposed 3 differnt slip sizes will accommodate various sized
vessels. As shown there will b4(36)-22' to 25' long boats; (14)-25' to 301 long
boats; and (8)-30' to 35' long vessels. All main piers and finger catwalks
will be fixed.
10. ANTICIPATED IMPACTS:
The project as proposed will cause the loss of approximately 1.15 acres of high-
marsh wetland comprised predominantly of Phagmites and Cynosuroides situated
around an old disposal area which will be filled for the pool and common areas.
Also approximately 400 sf of needlerush, cordgrass, and saltgrass will be filled
in at the old marine railway. Approximately 21,600 sf of relatively productive
bottom will be dredged, but which is still covered-under an existing dredge and
fill permit. About 6 acres of upland area will be graded and bulkheaded in order
to achieve the proper gradients for the stormwater plan. Short term turbidity
impacts are anticipated with the dragline activity and siltation problems could
be avoided if proper sediment control measures are used.
The density of the project is relatively high with a gross density of 17.8 units/
acre. With this typical density comes the associates stormwater runoff impacts.
Buildings will cover 49,000 sf of land area and paved parking lots-roads will
cover 85,000 sf of land with impervious surfaces. This accounts for 392 of the
tract. The 75' wide "Estuarine Shoreline" has 92 coverage with impervious
surfaces. A rather novel approach to stormwater management is used with the 7
interconnected underground retention basins relying on infiltration into the
surface sands above the ground water level. Its success depends on groundwater
analysis showing little horizontal movement of pollutants towards adjacent
estuarine waters.
The open water marina with 58 permanent slips may cause a degradation of adjacent
water quality due to its operation. One pump out station. is identified on the
plats. Approximately 382 of the slips will be large enough to moor boats with
holding tanks (boats greater than 25' in length). The remainder (522) will most
likely be sport fishing boats 18' to 25' in length with few holding tanks. The
permanent mooring facilities do not appear to obstruct navigation.
SUBMITTED BY: Rob Moul OFFICE: DCM-Wilmington DATE: March 3, 1986
a
PERMIT IO EXCAVATL AND/OR FILL
EASEMENT IN LANDS (;OVERED BY WATER
APPLICATION
FOR
WATER QUALITY CERTIFICATION
CAMA PERMIT FOR MAJOR DEVELOPMENT
Oepartmene of Administration State of North Carolina Oepanment of the Army
(GS 146-12) Department of Natural Resources and Commuafty Oevelopment Corps of Ealitn"n..Wpmlttgton Olstrict
(GS 113.229, 143.215'.3(a)(1), 143.215.3(c), 113A-11S (33 CFR 209.330-329)
e
Please type or print-and fill in all blanks. If information is not applicable, so indicate by placing N/A in blank.
I. Applicant Information
A. Name Tyner S andy 13. t
8. Address
Last
P. 0. Box 10284

First
Street, P. O. Box or Route
Southport North Carolina "?2.8469.-457-6574
City or Town State Zip Code 'Phone
It. Location of Proposed Project: %; ,
A. County Brunswick
8. 1. City, town, community or landmark Near Oak Island Bridge near Yaupon Beach
2. Is proposed work within city limits? Yes No X r
C Creek, river, sound or bay upon which project is located or nearest named body of water to project North side o f
Atlantic Intracoastal Waterway.
111. Description of Project Bulkhead
A. 1. Mainteninceofexistingproject Basin-Docks/ 2. Newwork Docks-Bulkhead-Residential Recrea-
S. Purpose of excavation or fill tiona Develop t
1. Access channel length width depth
2. Boat basin ' length `width 60 ' depth 6
3. Fill area Site Grading length 850' width 3$ fl -depth 14 t
4. Other length width depth
C. 1. Bulkhead length 1'400' Average distance wamrward of MHW (shoreline) 0' for 838'. 60' for 545'.
2. Type of bulkhead construction (matuiat) pressure treated wood
0. Excavated material (tout for project)
1. Cubic yards - 3 - 00 0 2. Type of material Dredge spoil (sand)
E. Fill material to be placed below MHW (see also VI. A)
1. Cubic yards - 250 (behind bulkheadk, Type of material Sand
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
8. Does the disposal area include any marshland, swamps or other wetland? Yes No _X
C. Disposal Area
1. Location Diked area in designated spoil area.
2. Oo you claim title to disposal area!-_ .. P s
0. F ill material source it fill is to be trucked in Inland borrow pit
E. Huw will excavated material be entrapped and erosion controlled?- Diked area and approved erosion
control plan.
f . 1 ypc of equipment to be used _ Drag l in e .
G Will marshland be cruised in transporting equipment to protect site? If yes, explain No.
iI
U/76
Y Use of Project Area (Describe)
1. Private B.as.in - Docks
2. Commercial None
3• Housing OevOopmon t or Industrial Residential condominiums.
4. Other Recreational swimming pool
a. 1. Lotslie(s) - N/A Condominium project.
2 Elevation of 1ot(s) above mean high water 71
3• 5o11 type and texture See Boring l o g s .
4. Type
1440 01- of building facilities or structures 4-Story wood frame at above el vation-1_3 SL
(
5. Sewage disposal;nd/or wastewater treatment A. Existing Planned R
e. Describe Tertiary with sand filters with off-site subsurface disposa
6• Land Classification (circle one) DEVELOPED TRANSITIONAL COMMUNITY' RURAL.. .
CONSERVATION OTHER (See LAMA Local WpO.Use elan Synopsis)
VI. Pertaining to Fill and Water Quality:
A, Does the proposed project involve the placement of fill materials below mean high water? Yes X Nq-,
6. 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): Unknown
Vill. Ust permit numbers and issue dates of previous Department of Army Corps of Wrier. qtr SWto "work In project area, if applicable: fR(
134 - 80 :?
IX. Length of time required to complete project: 3 years.
In addition to the completed application form, the following items must be provided;
A. Attach 'a coey of the deed (with State application only) or other instrument under which applicant
claims title to the affected property. OR if applicant is not 41aiming to be iht: owner of $td prgporty,
then forward a copy pf tho deed or other instrument under which the owner claims Otte 1. w r",. permission from th ow ?t.
f ncr to carry out lice project on his land. •
a.
C.
0.
Attach an accurate work plat drawn to scale on Sg X 11" white paper (sex Instructs
detajls), Noce: Original drawi 4n pposilQt for •
ngs preferred - only high quality copies accepted.
A copy of the application and plat must be served upon adjacent ri avian landowners by 1v 41
#iltem
pt
certified I of by pupllc4tion (G.S.113-24 (d))Enter date served r e s e r ed' •Yn a i o n
Plat
1-1
- 7=757
List names and Forttplete addresses of the riparian landowners with sent
property adjo4 tappllwtt4.
Such owners han V days in whiO to submit comments to agencies listed below.
Standard Products, Odell Williams, Town of Long Beach.
G
KI. Certification requirement: I certify that to the best of my knowledge. the proposed activity eompllg{
with the State of North Carolina% approved coastal management program and will be eonduetgd In a
manner consistent with such program.
it. Any permit issued pursuant to this application will allow only the development described In this appll-
cation and plat. Applicants should therefore describe in the application and plat all anticipated devel-
opment activities, including construction, excavation, filling, and land cjearing.
- / -?? YC

Applicant.vSigna(t rc
-82 SEE REVERSE SIDE FOR MAILING INSTRUCTIONS
iQ/7a
Ground-Water Investigation
?uw ?t Atlantic Passage Development
runswick County, North Carolina
e?
Al.
For Design Of:
Storm Water Control Plan
o?
t? 4
v..r'

November 12, 1905
Prepared for:
Law Engineering Testing Co.
616 Market Street
Wilmington, North Carolina 20401
Prepared by:
URC, Incorporated
Consulting Geologists
6t6 Market Street
Wilmington, North Carolina 28401
M
ATLANTIC PASSAGE DE VE LOPM E NT_
SUBJECT = STORM WATER CONTROL
1.0 SUM MARY
Application is made for approval of a storm water retention system to meet the.
requirements of NCNRCD for the proposed ATLANTIC PASSAGE DEVELOPMENT which
would hold storm water in specially designed retention basins under the buildings of a
condominium project. Although all storm water will be diverted into these basins the
level of water in the basins would rise above a lower sand filled reservoir only after very
heavy rainfall. The basins are capable of holding 100% of the storm water which would be
collected from buildings and impervious surfaces during a 10.5 inch/day, 100 year storm.
80% of this retained water will be dispersed through infiltration to the surface aquifer
within at least three days. Such rapid dispersal of storm water is due to transmissivity
of the property and its proximity to discharge. All the calculations which are presented in
the following report are intentionally conservative so as to provide a safety factor in
dealing with storm water control.
2.0 I N rRODUCTION
This report presents information about the subsurficial qualities of the property
upon which the Atlantic Passage Development is proposed for construction by Mr. Sandy
Tyner. The information is needed to design a drainage and retention program capable of
controlling the rainfall accumulation form a "100 year" storm. The report contains
sections dealing with NCNRCD requirements for the proposed development, the tests
which were used to obtain the necessary information and their results, and a .discussion
of the performance of the proposed storm water control system.
The property under consideration is in Brunswick County, North Carolina, situated
on the mainland side of the Intracoastal Waterway, just east of the State Highway 133
bridge running to Long Beach, North Carolina. The owner of the property operates
Sandy's Seafood Market which is situated on the property.
3.0 RE QUIRE ME FITS
3.1 General Requirements
NRCD regulations for storm water control indicate that properties with more that
10% coverage by structure or impervious surface cannot discharge storm water into
sounds or other marine waters. Such developments must have a plan for total retention
and dissipation of the storm water. The storm water -control plan must accommodate the
rainfall from a "100 year" storm which, for coastal Brunswick County, is specifically
defined as 10.5 inches of rain over a single 24 hour period and up to 4.5 inches in any one
hour. Furthermore the retained water must be totally removed from the site within a
reasonable amount of time to allow for subsequent rainfall.

A
Page 2
3.2 Site Specific Requirements
The Atlantic Passage Development will include 7 condominium buildings, paved
parking areas and a swimming pool which total 140040 square feet of surface coverage
from which storm water must be controlled. This is roughly 40% of the 7.34 acre property.
The "i00 year" accumulation volumes are:
Over 24 hours - 122,535 cubic feet
Over any one hour - 58,350 cubic feet
4.0 TESTS FOR REOLJIREL7 INFORMATION A 1NID
RE SLJL_TS
Storm water can be channeled into retention locations by appropriate engineering.
Dissipation of the retained water will be effected by infiltration into the soil and
surface aquifer. The rate of dissipation is a function of three factors.
o The transmissivity and storage coefficient of the surface aquifer and
the vadose zone
o The hydraulic gradient between the retained water and the nearest zone
of significant groundwater discharge.
o The homogeneity of the surface aquifer.
4.1 Transmissivity and Storage Coefficient
4.1.1 Wells - The transmissivity of the surface aquifer is determined accurately only
through the use of pump tests over a duration of many hours. For this purpose a fully
penetrating 4 inch pumping well capable of delivering 50 gallons per minute was installed
with-screens set from 20 to 30 feet below ground surface. A 2 inch observation well was
installed 30 feet south of the pumping well in the direction of discharge. The screen in
the observation well was also set from 20 the 30 feet below the ground surface. Both
wells were drilled by Dale Todd of Wilmington, N.C. without use of mud and were fully
developed before the test.
4.1.2 Tests - A 24 hour pump test was conducted by pumping the 4 inch well at a constant
rate of 35 gallons per minute. Pumped water was piped away from the test site to prevent
artificial recharge of the aquifer in the area of test withdrawal. Drawdown in the
pumping and observation wells was measured to the nearest quarter inch on an
appropriate time schedule. These time-drawdown measurements are provided in exhibit A.
4.1.3 Results - Transmissivity and storage coefficient (specific yield) values were
calculated by applying Boulton's (1963) delayed yield curves and equations (as provided in
Lohman, 1972) to the time drawdown observations. The test data most closely
approximated a curve which would fall between a Type A curve and one with r/B = 0.1. In
other words the data approximated nearly a normal Theis curve. This performance in an
unconfined aquifer presumably results from the close proximity of saltwater bodies to the
property and good hydrodynamic continuity between the saltwater and the test location.
Using match points and Boulton's equations a tramsmissivity value of 1411 square
feet/day was obtained along with a storage coefficient of .009. This transmissivity value
is believable, but the storage value is unrealistic. it is known. however. that Rn,iltnn's

Ot
Page 3
curves are not as reliable for determination of storage coefficient as they are for
trans missivity.
Because r/B for the test data is close to the Standard Theis curve, Jacob's (1950)
method for time-drawdown can be applied to verify transmissivity values determined from
Boulton's curves and to obtain a reliable storage coefficient value. This calculation
provides a transmissivity value of 1361 square feet/day and a storage coefficient of .22.
It is reassuring to see the T value determined by Jacob's method is within 4% of that
determined from Boulton's curves.
4.2 Hydraulic Gradients
In the surface aquifer the hydraulic gradient at any one location is a function of
the local water table elevation, the elevation of the water table at some point of
discharge and the distance between these two points. Simply stated this is the change in
elevation or head over distance. Static water levels in the pump test wells and several
test borings, when plotted on detailed topographic survey of the Blue Heron Development
property can be used to calculate the hydraulic gradient to what is assumed to be
discharge at sealevel along the sound front of the property. In this 'takulatidh' mean sea'
level (elevation 0) .is assumed to split the 'tidal range A4.0 feet) and represent waver4ge
discharge elevation;=aven?thetidal cycle.
In the following table information on the water table elevation at the two test
wells and 4 borings, along with the hydraulic gradient to the nearest discharge is
provided. The locations of these wells and borings are shown on Exhibit 2.

LOCATION STATIC WATER DISTANCE TO dh/dl
TABLE ELEV. DISCHARGE
(feet) (feet) (feet/feet)
Pumping 4.2 350 .012
Observation 3.9 320 .012
Boring 1 0.9 70 .013
Boring 2 1.1 80 .013
Boring 4 3.3 235 .014
Boring 5 1.9 140 .014

4.3 Homogeneity of the Surface Aquifer
Page 4
Seven test borings were conducted at the Atlantic Passage site by Law Engineering .
Testing Company at locations shown on Exhibit 2. Logs of these borings and a fence
diagram of strata common to the borings are, provided in Exhibits 3 and 4. The fence
diagram demonstrates some variation from boring to boring, but in general most of the
property is characterized by' a similar pattern. The top of a dense sandy-silt is found at
25 to 35 feet depth overlaid by a shelly sand 10 to 20 feet thick which is in turn overlaid
by loose organic sands and sandy peats. The dense sandy-silt at the bottom of the
section was considered a lower confining layer of the surface aquifer for it exhibited no
loss of circulation during wash drilling and made no water when a test point was placed in
it.
5.0 IDISCUSSIOD.: ?DF APPROPRIATE PROJECT
IDE SI GIST
5.1 Water Table Conditions
The water table at the Atlantic Passage Property appears to be in equilibrium with
a discharge flow from higher ground to the north. Because of the proximity of the
property to a point of discharge for the surface aquifer at the waterway at mean sea level
(MSL), this equilibrium profile cannot increase more than a few inches following heavy
rainfall on recharge areas above the property. Thus the sands above the water table onOw
the property will always be available for temporary storage of storm runoff.
5.2 Ground Storage Above the Water Table
The unsaturated portion of the ground between the water table and the ground's surface
(vadose zone) is a temporary storage reservoir for stormwater. Its capacity may be
calculated:
Storage = (Area) X (ave. Depth to Water Table) X (Porosity)
Since the storage coefficient is equal to porosity in the
unconfined aquifer -
Storage = 7.84 acres X 43560 sq.ft/acre X 3 feet X .22
Storage = 225,396 cubic feet

J
Page 5
This storage capacity is 75% of the 2984i cubic feet of storm water which would
fall on the whole property during a "100, year storm. However, because of the
transmissivity of the surface aquifer and'the proximity of the property to the waterway,
the ground would rapidly discharge as shown by Heath's (1968) equation for recession of
the water table in land areas near discharge points:
h = ho exp(-,K2 Tt / 4a2 S)
Where: h is the final water table above discharge
ho is the initial water elevation above discharge
T is the transmissivity in square feet / day
t is the time for ho to occur in days
a is the distance to discharge
S is the storage coefficient
Then for an average location - Boring site 4, and
assuming instantaneous saturation of the ground to its surface
>3.3 feet=6.5 feet exp((-9.869X1411sq.ft./dayX t) /(4X235sq.ft.X.22))
.507 = exp(-.28 t)
t = 2.4 days to return to equilibrium
The same equation may be used to show the top foot of
saturation would be gone in 14 hours

t = .59 days
The one foot loss in 14 hours should accommodate the 25% storage disparity. Thus even
ignoring sheet flow off the property into the sound, the property in its natural
undeveloped state should have the capacity to hold from percolation 100% of the storm
water without flooding from saturation. It is important to point out that these
calculations are very conservative for they assume an instantaneous saturation and do
not consider the. flux to discharge from the outset of a storm.
5.3 Runoff from Altered Surface
After development, the property will have a 40% coverage by buildings, swimming
pool area and parking lots. The stormwater collected from these surfaces will be properly
disposed of by two methods. i) Downward percolation from swales in the lows of the
parking lots which will be used to collect the water and 2) infiltration at and aquifer
transport away from retention basins situated under each condominium building of the
development. The amount of water lost to the swales is not calculated here and is
considered only as a'safety factor. In the following calculations 00% of the storm water
is considered to reach the retention basins.
5.3.1 Retention - The area under each of the condominium units will be prepared as shown
in cross-section on Exhibit 5. Excavation at each building site will create a windc:. :-
the water table-43 feet by 140 feet, or 6000 square feet which will serve as a retention
pond and groundwater discharge entry point for storm water. The excavation will be
bulkheaded and surrounded by fill to an elevation 9 feet above sea level. The excavation
will be refilled with 2 feet of coarse sand. whirh will cunnnr+ +ho hi,llthonrl. nl;m;nn+-
N

Page 6

standing water under the buildings soon after any storm, and act as an initial ,filter for
the stormwater entering the aquifer. Above the sand layer an open retention pond area of
1-3.5 feet depth will be contained by the bulkheads below the elevation of the parking lot
surfaces.
The retention basins under each building will be hydraulically connected to the
catch basins at the bottom of the parking lots so that the level of water will always be
the same throughout all units. This enhances the rate of water infiltration by permitting
basins with a higher Q (dispersal rate per day) to act on all retained water and not just
water from a select portion of the development.
The following table provides information on the configuration of the storage
basins under each of the buildings and the volume of storage in each. The design is based
on a maximum elevation of 7.5 feet above MSL for water in retention. The fill sand
portion of the holding basin under each condominium building has been calculated
assuming a 25% porosity for the coarse sand.
BUILDING STATIC TOTAL ELEVATION SAND SAND OPEN OPEN
NUMBER STORAGE FILL STORAGE DEPTH STORAGE X 5C1 ( ??-

(feet)
(feet)
(feet)
(feet)
(tuft.)
(feet)
(cu ft) ?
-
1 2 5 4 2 3000 3.5 21000 20,825
2 4 3 6 2 3000 1.5 9000 eg
3 4 3 6 2 3000 1.5 9000 9925
4 3 4 5 2 3000 2.5 15000 14
475
5 3 4 5 2 3000 2.5 15000 ,
$4,875
6 2 5 4 2 3000 3.5 21000 ?
525
7 2 5 4 2 3000 3.5 21000 ?
Zv?$P?S
TOTALS 21000 111,000 / (0, 076 f'' 3
21,000 + 111,000 = 132,000 cu.ft. TOTAL STORAGE
This volume of storage is in excess of both the 4.5 inch rainfall for one hour (52,010
cu.ft.) and 10.5 inch rainfall (122,356 cu.ft.) for 24 hours which would be collected from
the impervious surfaces and roofs during a "!00 year" storm. As a safety factor the
parking lot swales would provide an additional 2500 cu.ft. of storage.
5.3.2 Ground Saturation Surrounding Retention Basin - The objective of retention will not
be met if water retained breaks out of the ground's surface adjacent to the retention
basins, which, during a %00 year" storm, may be holding water at a level higher than
these original surfaces. Water in retention will effect a hydraulic elevation or mounding
in the surrounding ground (surface aquifer). This elevation is an inverse function of the
log of the distance from the retention basin times a factor related to the distance to
discharge. Considering a worst case, at the back of the property, farthest from the
discharge the 4 foot head in retention would cause mounding of 3 feet above the natural
water table i foot outside retention and mounding of 1.75 feet 10 feet outside retention.
To prevent any breakout and to provide an additional safety factor against it the
fill surrounding the bulkhead at the base of the condominiums will be several feet above
the maximum water retention level, graded in an apron configuration to be higher than

Page 7
mounding would ever occur. This fill will be ground taken from the-retention excavations, _
and compacted somewhat to reduce its conductivity.
5.3.3 Rate of Dispersion From Retention = Although transmissivity for the surface
aquifer at the Atlantic Passage property is only moderate, the flux of water away from
retention will be high due to proximity of a zone of discharge and the strong hydraulic
gradient which will form with any increase in head. Two formulae have been used to
develop independent estimates of the time required for dispersal of retained storm water:
DARCY'S FORMULA
Q=KA dh/dl
where: Q is the quantity of water over a time period
K is the hydraulic conductivity
A is the cross-section area through which flow occurs
dh/dl is the hydraulic gradient
This is the same as:
Q=TW dh/dl
where: T is the transmissivity
W is the width of the cross-section of flow
dh/dl is the hydraulic gradient
Although the. head may be higher the following calculations assume a constant head of 2
feet above the equilibrium water table position. This is the elevation of the sand layer
in the retention basins and the hydraulic condition which would be in force when the
standing water in the retention basins will disappear. Moreover it is a value which may be
safely assumed for any water standing higher than 2 feet in the retention basins. The
higher head which would actually be in place after 10.5 inches of rain would cause even a
greater rate of flow than reported here, thus, these calculations are conservative.
The following table contains values and calculations of Darcy's formula using
these calculations from which a total exfiltration rate may be estimated. In the table the
FRONT value is the length parallel to discharge.
BUILDING TRANS. FRONT dh dl 0
NUMBER (sf/day) (feet) (feet) (feet) (cf/day)
1 1140 140 4 120 6584
2 1140 120 6 200 5926
3 1140 147 6 295 4218
4 1140 110 5 200 4233
5 1140 140 5 115 8588
6 1140 140 4 45 17559
7 1140 120 4 100 6773
TOTAL 0 per day 53881 cu.ft.
.' Page 8
After 10.5 inches of rain the 7 retention basins would have 101,356 cu.ft. of stormwater
above the sand layer if filled instantaneously. At .a dispersal rate of 53 881 tuft./day
while water is,. above.•the sand layer, Darcy.'s equation-.indicates 1.9 days would be
required for "the standing.water to be removed to the level of the sand. This calculation
is conservative for it considers flux to occur in only one direction, and does not consider
higher heads which might occur during the early part of retention. Also it does not
consider the immediate flux which would occur at the outset of the storm.
HEATH'S FORMULA:
Applying Heath's formula, as presented in section 4.2, to the same
conditions:
h = ho exp(-1(2 Tt/4a2S)
The following table contains values and calculations of Heath's formula using
these calculations from which a total enfiltration rate may be estimated at each
individual retention pond. The values of "t" presented have not been integrated fore the
whole system, but rather are presented individually giving a range of'time which would be
required for water in the retention ponds to fall below the level of the sand under the
condominium units. Again the calculation is conservative for a minimum head level at the
sand's surface has been used.
BUILDING h ho a t t
NUMBER (feet)) (feet) (feet) (days) (hours)
1 2 4 120 .63 15
2 4 2 200 1.02 24
3 4 6 295 2.22 53
4 3 5 200 1.29 31
5 3 5 115 .42 10
6 2 4 45 .08 2
7 2 4 100 .43 10
Thus, Heath's method indicate the standing water would fall below the sand layer of the
retention basins some time between 2 and 52 hours depending on the distance of the
condominium unit from the Intracoastal waterway. It is reassuring to see these time
estimates are in a similar range to those predicted by use of Darcy's formula.
Presumably neither of these methods provides exact information about the actual
removal rates of storm water from the retention basins by infiltration and flux through
the surface aquifer, rather they give times which bracket an actual time requirement. This
is somewhere between i and 3 days for the standing water to fall below the sand surface
in the retention systems. This, it seems, should be an allowable time for recovery
considering the unusual climatological event which would cause the stormwater problem in
the first place.
November 4,085
?,? •`t??:,t,,:?.

Respectfully submitted `' ' ''=• :-
C, Incorporated

.
?
Charles F. Stehman, Ph.D. ?'•,,'J
.?`?
Hydrologist ,
?''•••t,r,•••••?•

-i--
S
x
W-1I
1

4
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o
4

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a: 7:2
d Y?1 %n p
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• AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS

County 0 ya?iaa-r11-n_o.
Location; Pgmped well no..
Average Q -- Klan r = C M-72

Date

Hour
t
(min)
tf
(min)

t/t' Depth
to
water s
(unad-
'usted) Adjust-
ment
As sf
(ad-
justed)
Q
(gpm)

Remarks
Q,a $?07

1 40
/IS
a
? r
3

S ?o
`
L O

30
35
v ?
5 0?
?v q s
ss y?
vo ?
v I
aD ao.?
4 ? ??I
x ?
AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County Observation well no.
Location: pumped well no.
Average Q can r= ft. .2

Date

Hour
t
(min)
ti
(min)

t t# Depth
to
water s`
(unad-
•usted) Adjust-
ment
As s1
(ad-
justed)
Q
(gpm)

Remarks

O o ?c?
a
00
?
25 o O$
o ? 07•
O o •.
00
?1
J J .S•
? ? J f1
c vo ??

vo v
o v o .,

i o v "6

OU
J0
s 4 7
F?. ??
v i (•
vv 7
c?3 d aB
a o- $

AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County Observation well no. 40
- I:ocation: Pumped well no. 7
Average Q gpm r= _ ft. r2
r
County
Loca'tioa:
1
AQUIFER-TEST DESIGN, UIiSI:R\'.1TinK, A,?_I 'ALy$IS
Observation well no.
Average Q gpm r= [t. rZ-_

Date

Hour
t•
(min)
ti
(min) •

t/t' Depth
to -
water'- s
(unad-
'usted) Adjust-
ment
As s'.
(ad-.
justed)
Q
(gpm)

Remarks

0_5

5 -'

v

3 7-1
G.? "
G
s ??o
? r

/L)

i 3-

7
J
5
?5 v 1

AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County Observation well no.? _
Location: Pumped well no.
Average Q gpm r ft. r2 _

Da te

Hour
t
(min)
d
(min)

t/t' Depth
to
water s
(unad-
•usted) Adjust-
meat
As si
(ad-
justed)

(gpm)

Remarks

cJ'? S
0 0 .Z

00
o Ff 3

Oo
DO
?J
C)

c
UJ 711
v v
vo
oD t?
D v 171
01

OU
, /
r
00 P4 tAl

'?v
a
61 i-jiv 4: dA)
v
ov
o?? ?o -gyp
a _,
""k
AQUIFER-TEST. DI:SIG\, OBSERVATION, AND DATA ANALYSIS
County Observation well no.
Location: Pumped well no.
Average Q _ Rpm r= ft. r2.

Da te

Hour
t
(min)
d
(min)

t/t' Depth
to
water s
(unad-
'usted) Adjust-
meat
0s s?
(ad-
justed)

(gpm)

Remarks

v X_ 6"
d du '?7a

J::" )- )- I --?
4
- ?x 1i7 t} t ?
' TEST FOR I NCG F:;t ECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 20 30 50
0
.0
Very loose dark brown SC
clayey fine to medium SAND 1-0-0 18
with local pockets of soft
clay.
1-0-0 2
5.5
Very soft black fine sandy PT

8.0
PEAT. 0-0-0 18
V 1-1-1 18
ery loose black silty fine SM
SAND.
12.0 ------------------
Firm to loose olive fine to SP
medium SAND and shell
f 7-10-11 ib
ragments.
10-5-4 13

22.0 ------------------
Loose dark gray silty fine SM
SAND.
0-3-2 18

27.0 ------------------
Very loose to loose dark SC
gray clayey -Fine to,coarse
SAND
d 1-1-1 18
an
shell fragments
with 2"-3" lenses of soft
ray clay.
4-3-5 18

37.0
Stiff gray CLAY with thin CH
lenses of sand. 10-6-9 18
JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-1
7-23-85
LAW ENC I IVEER I NG
TEST I MGi COMPANY
PAGE 1 OF 2

TEST 1BQFZ I "C3 RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0 10 2030 50
42.0,
50.0

BLOWS PER REC.
SIX IN. (IN.)
S7'??? « eN
Very dense light gray silty
fine to medium SAND and SM
18-28-33
18
shell fragments with
cemented pieces.

507-0"

0
Boring terminated at 50.0'.
Note: Samples wet below
1.0'. SU ??

JOB NUMBER
BORING NUMBER
DATE
PAGE 2 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-1
7-23-85
LAW EN CC I NEEFZ I NG
TEST I NCG COMPANY
ti
TEST SOR I NG F?ECORD
DrEPTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0.0
'-11.0
17.0
22.0
27.0
N.
32.0
37.0
0 10 2030 50
BLOWS PER REC.
SIX IN. (IN.)
Very soft dark gray silty CL
CLAY with large amount of 4 1
0-0-0
18
organic fibers.
0-0-0 0
(,j
U ?-
(8
0-0-0 0
0-0-0 0

Firm olive fine to medium SP
SAND and shell fragments.
6-10-14 18

------------------
Firm gray silty fine SAND.
SM
10-9-12 16

Very loose gray silty fine S
- M
SAND with local pockets of EC
4-1-1
18
soft gray clay. -
- - ------ - -- -- -- - - - --
Soft gray silty CLAY with ---
CL
some fine sand and shell 0-0-3 18
fragments.
Firm gray clayey fine to SC
medium SAND with lenses of 6-5-6 18
soft gray clay.
-------------------
Dense gray fine to medium
SP
SAND. 22-15-16 12
JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-2
7-26-85
LAW EIVC I NEER I NC
TEST I P4 CB COMPANY
PAGE 1 OF 2
TEST IBsE3F;t I N(3 F;t ECOF;t D
• A
DEOTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0 10 2030 50
42.0
43.0

BLOWS PER REC.
SIX IN. (IN.)
T]cN5E: 5,4 )rte SP
----------------
Hard drilling-No sample.
Boring terminated at 43.0'.
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
FOB NUMBER
30RING NUMBER
)ATE
'AGE 2 OF 2
J47285-0980
B-2
7-26-85
LAW E-=N3 I NEE=-Ft I NCG
TEST I P4 CS C:MMF='ANY

TEST HBO Ft I NG E;t ECClRD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.)_ (FT.) (BLOWS/FT.) SIX IN. (IN.)
O 10 2030 50
0.0
3.0
5.5
8.0
20.0
A
Loose light gray fine to SP
medium SAND. 2-4-5 16
Very soft gray silty CLAY CL
0-0-1
18
with large amount of
organic fibers.
---------------- SM
1-0-1
18
Very loose black silty fin
SAND with some organic 2-3-6 18

fibers. SM
--------------
--
Very loose to firm dark
SP
gray to olive fine to 3-1-1 18
medium SAND with some silt
and shell fragments.
4-11-15 16

Boring terminated at 20.0'.

JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-3 LAW P4 C3 I NEEi;Z I P4 CS
7-23-65 TEST I P4 CS CC7MPANY
R
DEtPTH
(FT.)
0.0
3.0
5.5
8.0
17.0
22.0
27.0
37.0
. TEST 3B i7R I M(3 RECORD
DESCRIPTION ELEVATION PENETRATION
(FT.) (BLOWS/FT.)
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 347285-0980
BORING NUMBER B-4
DATE 7-26-85
0 10 2030 50
BLOWS PER REC.
SIX IN. (IN.)
Soft gray and tan silty CH
CLAY. 3-2-1 10
Very loose dark brown silty SM
O-O-O
18
fine SAND with large amount
of organic fibers.
----------------
4-3-4
18
Loose black silty fine SAN
with some organic fibers. 4-4-6 16

SM
--------
-
-
------
Firm to loose brown fine
SP
SAND with some silt. SM 2-1-2 18

- - - - - - - - - - - - - - - - - - - -
Dense gray fine SAND. -----
SP
13-18-20 18

------------------
Very loose gray silty fine
S_M
SAND with pockets of soft SC 2-1-2 18
gray clay.
------------------
Firm gray fine to medium
SP
SAND and shell fragments
6-7-5 18
with small pockets of clay.
10-8-9 18
L
Very stiff gray silty CLAY CH
with thin sand seams. 5-6-23 18
LAW ENG I NEEFZ I NC3
TEST I MCG COMF='ANY
PAGE 1 OF 2
DEPTH
(FT.)
TEST ]aMF;Z I NG FtECOF;t D
DESCRIPTION ELEVATION PENETRATION
(FT.) (BLOWS/FT.)
0 10 2030 50
42.0
45.0

BLOWS PER REC.
SIX IN. (IN.)
S-F C.C-Al C4
Dense light gray silty fine
to medium SAND and shell SM
4
028-23-27

18
fragments.
Boring terminated at 45.0'.

JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-4
7-26-85
LAW ENC3 I NEEF;Z I NG
TEST I NG COMF='ANY
PAGE 2 OF 2
DEPTH
(FT.)
O.C
3 .. C
8.C
17.0
22.0
27.0
37.0
TEST 19MFR I M(3 F;t ECOF;t D
DESCRIPTION ELEVATION PENETRATION
(FT.) (BLOWS/FT.)
0 10 2030 50
BLOWS PER REC.
SIX IN. (IN.)
Firm gray fine SAND. SP
5-7-5 10
Very soft dark gray silty CL
1-1-1
2
CLAY with large amount of
organic fibers.
0-0-0 L'4-op
1B
8

Loose brown fine SAND.. SP 2-3-6 18
Note: Trace of organic
fibers at 10.0'.
4-4-2 18

- - - - - - - - - - - - - - - - - - - -
Dense olive fine to medium ----
SP
SAND. 12-17-15 16

Very soft gray fine sandy CL
CLAY. 1-1-1 18

Loose to firm gray clayey CH
fine SAND.
b-6-2
18

3-3-10 18
L
Stiff gray silty CLAY with CH
thin sand lenses. 5-9-20 18
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-5 LAW ENG I NEEF;Z I NG
7-24-85 TEST I P4 ca COMPANY
DEPTH
(FT.)
0.0
5.5
8.0
12.0
22.0
30.0
TEST HBCIFr I P4 ca- F;z ECC F:P-
DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (BLOWS/FT.) SIX IN. (IN.)
n 10 2030 50
Firm to loose brown fine

SAND. SP

ee",
6-7-7

.s-2-1
12

10
Loose black silty fine SAND
------------------
Firm brown fine SAND. SM

SP 4-4-4

6-7-8 16

12
- - - - - - - - - - - - - -
Firm olive fine SAND and
shell fragments.- - ---
SP

0-5-7

18
10-14-15 16
------------------
Dense gray fine to medium
SAND and shell fragments.
SP

12-14-19

14
10-15-17 18
Boring terminated at 30.0'.

JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-6
7-24-85
LAW 1="C3 I NF=F=F=t I NG
'T E ST I N G C O M P A "Y
PAGE 1 OF 1
DEPTH
(FT.)
0.0
3.0
5.5
8.0
ti

32.0
TEST' JB Of:;t I N(3 FtECOFt1D
DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 2030 50
Loose brown fine SAND. SP
5-2-2 6
Very soft dark gray silty CL 0-0-0 18
CLAY with some fine sand µ
nd organic fibers.
1\ SM
7
---------------- 4 0 0-0- 18
Very loose black silty f
in
SAND with large amount 4-8-10 15
j
organics.
Loose to firm brown to SP
olive and gray fine SAND 6-10-12 18
with traces of silt and
shell fragments.
8-8-6 12

6-6-3 10

8-7-8 18

- - - - - - - - - - - - - - - - - - - -
Firm to dense gray fine to
SP
medium SAND with isolated
7-b-10
18
1/2 to 1.0" clay seams.
10-14-17 18
JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-7
7-25-85
L A W EN G I N S ER I N G
'T'EST I NG COMPANY
PAGE 1 OF 2
DEPTH
(FT.)
TEST 3BMF;Z I NG F2ECOF;Zn
DESCRIPTION ELEVATION PENETRATION
(FT.) (BLOWS/FT.)
0 10 2030 50
42.0
43.0

BLOWS PER REC.
SIX IN. (IN.)
DENSc ?r1?: r
---------------- SP
Hard drilling-No sample. ,.
Boring terminated 43.0'.

JOB NUMBER
BORING NUMBER
DATE
PAGE 2 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-7 LAW I=-- P4 CC I P4 E-= F:;.' 1 P4 CS
7-25-85 TEST I P4 C3 COMF=:'ANY

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LAW ENGINEERING TESTING COMPANY
150 Division Drive
P.O. Box 278, Wilmington, NC 28402
PHONE: [phone]
TO: Mike Williams Date: March 7, 1986
Dept. of Envirohmental Management-obName: Atlantic Passage
North Carolina Dept.
of Natural Resources and LETCO Job No.: K 473-85-0980
Community Development
Your Job No.:
Gentlemen:
We are sending you W ."attached ? under separate cover, the following items:
? concrete test report ? laboratory test results ? field density reports
? report draft ? record of daily activities ?
These are transmitted as checked below:
? for information ? for approval
sent at your request ? for your review and comment

REMARKS:
Mike - These are the revisions and clarifications
we discussed yesterday. Also please
recognize that our calculations in the
narrative were based on a 100 year storm,
thus there is an increased margin
available for storm water calculations.
0A . 7&?
Copies to: Signed:
Charles P. Stehman
477-48

URG,Incc,rporated
Ground-Water Investigation
At Atlantic Passage Development
Brunswick County, North Carolina
For Design Of:
Storm Water Control Plan
R
c
,., November 12, 1985
e: r
Prepared for:
Law Engineering Testing Co.
616 Market Street
Wilmington, North Carolina 20401
Prepared by:
URC, Incorporated
Consulting Geologists
616 Market Street
Wilmington, North Carolina 28401

ATLAl\ITIC PASSACrE L}E VE LOFM E N r
SUBJECT = STORM WATER CONTROL
i.0 SUM MARY
Application is made for approval of a storm water retention system to meet the
requirements of NCNRCD for the proposed ATLANTIC PASSAGE DEVELOPMENT which
would hold storm water in specially designed retention basins under the buildings of a
condominium project. Although all storm water will be diverted into these basins the
level of water in the basins would rise above a lower sand filled reservoir only after very
heavy rainfall. The basins are capable of holding 100% of the storm water which would be
collected from buildings and impervious surfaces during a 10.5 inch/day, 100 year storm.
80% of this retained water will be dispersed through infiltration to the surface aquifer
within at least three days. Such rapid dispersal of storm water is due to transmissivity
of the property and its proximity to discharge. All the calculations which are presented in
the following report are intentionally conservative so as to provide a safety factor in
dealing with storm water control.
2.0 I 1\i TR OI3LJC7rI O 1\I
This report presents information about the subsurficial qualities of the property
upon which the Atlantic Passage Development is proposed for construction by Mr. Sandy
Tyner. The information is needed to design a drainage and retention program capable of
controlling the rainfall accumulation form a "i00 year" storm. The report contains
sections dealing with NCNRCD requirements for the proposed development, the tests
which were used to obtain the necessary information and their results, and a discussion
of the performance of the proposed storm water control system.
The property under consideration is in Brunswick County, North Carolinas situated
on the mainland side of the Intracoastal Waterway, just east of the State Highway 133
bridge running to Long Beach, North Carolina. The owner of the property operates
Sandy's Seafood Market which is situated on the property.
3.0 REC3UIRE ME FITS
3A General Requirements
NRCD regulations for storm water control indicate that properties with more that
10% coverage by structure or impervious surface cannot discharge storm water into
sounds or other marine waters. Such developments must have a plan for total retention
and dissipation of the storm water. The storm water control plan must accommodate the
rainfall from a "i00 year" storm which, for coastal Brunswick County, is specifically
defined as 10.5 inches of rain over a single 24 hour period and up to 4.5 inches in any one
hour. Furthermore the retained water must be totally removed from the site within a
reasonable amount of time to allow for subsequent rainfall.

Page 2
3.2 Site Specific Requirements
The Atlantic Passage Development will include 7 condominium buildings, paved
parking areas and a swimming pool which total 140,040 square feet of surface coverage
from which storm water must be controlled. This is roughly 40% of the 7.04 acre property.
The "100 year" accumulation volumes are:
Over 24 hours - 122,535 cubic feet
Over any one hour - 53,350 cubic feet
4.0 TESTS FOR FR EG?_UIREID I N F OR M .6,1710 i RN ID
RESULTS
Storm water can be channeled into retention locations by appropriate engineering.
Dissipation of the retained water will be effected by infiltration into the soil and
surface aquifer. The rate of dissipation is a function of three factors.
o The transmissivity and storage coefficient of the surface aquifer and
the vadose zone
o The hydraulic gradient between the retained water and the nearest zone
of significant groundwater discharge.
o The homogeneity of the surface aquifer.
4.1 Transmissivity and Storage Coefficient
4.1.1 Wells - The transmissivity of the surface aquifer is determined accurately only
through the use of pump tests over a duration of many hours. For this purpose a fully
penetrating 4 inch pumping well capable of delivering 50 gallons per minute was installed
with screens set from 20 to 30 feet below ground surface. A 2 inch observation well was
installed 30 feet south of the pumping well in the direction of discharge. The screen in
the observation well was also set from 20 the 30 feet below the ground surface. Both
wells were drilled by Dale Todd of Wilmington, N.C. without use of mud and were fully
developed before the test.
4.1.2 Tests - A 24 hour pump test was conducted by pumping the 4 inch well at a constant
rate of 35 gallons per minute. Pumped water was piped away from the test site to prevent
artificial recharge of the aquifer in the area of test withdrawal. Drawdown in the
pumping and observation wells was measured to the nearest quarter inch on an
appropriate time schedule. These time-drawdown measurements are provided in exhibit A.
4.1.3 Results - Transmissivity and storage coefficient (specific yield) values were
calculated by applying Boulton's (1963) delayed yield curves and equations (as provided in
Lohman, 1972) to the time drawdown observations. The test data most closely
approximated a curve which would fall between a Type A curve and one with r/B = 0A. In
other words the data approximated nearly a normal Theis curve. This performance in an
unconfined aquifer presumably results from the close proximity of saltwater bodies to the
property and good hydrodynamic continuity between the saltwater and the test location.
Using match points and Boulton's equations a tramsmissivity value of 1411 square
feet/day was obtained along with a storage coefficient of .009. This transmissivity value
is believable, but the storage value is unrealistic. It is known, however, that Boulton's

Page 3
curves are not as reliable for determination of storage coefficient as they are for
transmissivity.
Because r/B for the test data is close to the Standard Theis curve, Jacob's (1950)
method for time-drawdown can be applied to verify transmissivity values determined from
Boulton's curves and to obtain a reliable storage coefficient value. This calculation
provides a transmissivity value of 1361 square feet/day and a storage coefficient of .22.
It is reassuring to see the T value determined by Jacob's method is within 4% of that
determined from Boulton's curves.
4.2 Hydraulic Gradients
In the surface aquifer the hydraulic gradient at any one location is a function of
the local water table elevation, the elevation of the water table at some point of
discharge and the distance between these two points. Simply stated this is the change in
elevation or head over distance. Static water levels in the pump test wells and several
test borings, when plotted on detailed topographic survey of the Blue Heron Development
property can be used to calculate the hydraulic gradient to what is assumed to be
discharge at sealevel along the sound front of the property. In this calculation mean sea
level (elevation 0) is assumed to split the tidal range (4.0 feet) and represent an average
discharge elevation over the tidal cycle.
In the following table information on the water table elevation at the two test
wells and 4 borings, along with the hydraulic gradient to the nearest discharge is
provided. The locations of these wells and borings are shown on Exhibit 2.
LOCATION STATIC WATER DISTANCE TO dh/dl
TABLE ELEV. DISCHARGE
(feet) (feet) (feet/feet)
Pumping 4.2 350 .012
Observation 3.9 320 .012
Boring 1 0.9 70 .013
Boring 2 1.1 80 .013
Boring 4 3.3 235 .014
Boring 5 1.9 140 .014

Page 4
4.3 Homogeneity of the Surface Aquifer
Seven test borings were conducted at the Atlantic Passage site by Law Engineering
Testing Company at locations shown on Exhibit 2. Logs of these borings and a fence
diagram of strata common to the borings are provided in Exhibits 3 and 4. The fence
diagram demonstrates some variation from boring to boring, but in general most of the
property is characterized by a similar pattern. The top of a dense sandy-silt is found at
25 to 35 feet depth overlaid by a Shelly sand 10 to 20 feet thick which is in turn overlaid
by loose organic sands and sandy peats. The dense sandy-silt at the bottom of the
section was considered a lower confining layer of the surface aquifer for it exhibited no
loss of circulation during wash drilling and made no water when a test point was placed in
it.
5.0 DISCUSSION 'F .4-.PPR0PRI.4TE PROJECT
=}E SI C7N
5.1 Water Table Conditions
The water table at the Atlantic Passage Property appears to be in equilibrium with
a discharge flow from higher ground to the north. Because of the proximity of the
property to a point of discharge for the surface aquifer at the waterway at mean sea level
(MSL), this equilibrium profile cannot increase more than a few inches following heavy
rainfall on recharge areas above the property. Thus the sands above the water table on
the property will always be available for temporary storage of storm runoff.
5.2 Ground Storage Above the Water Table
The unsaturated portion of the ground between the water table and the ground's surface
(vadose zone) is a temporary storage reservoir for stormwater. Its capacity may be
calculated:
Storage = (Area) X (ave. Depth to Water Table) X (Porosity)
Since the storage coefficient is equal to porosity in the
unconfined aquifer -
Storage = 7.34 acres X 43560 sq.ft/acre X 3 feet X .22
Storage = 225,396 cubic feet

Page 5
This storage capacity is 75% of the 2981821 cubic feet of storm water which would
fall, on the whole property during a "100 year" storm. However, because of the
transmissivity of the surface aquifer and the proximity of the property to the waterway,
the ground would rapidly discharge as shown by Heath's (1968) equation for recession of
the water table in land areas near discharge points:
h = ho exp(=1(2Tt / 4a2 S)
Where: h is the final water table above discharge
ho is the initial water elevation above discharge
T is the transmissivity in square feet / day
t is the time for ho to occur in days
a is the distance to discharge
S is the storage coefficient
Then for an average location - Boring site 4, and
assuming instantaneous saturation of the ground to its surface
3.3 feet=6.5 feet exp((-9.869X141isq.ft./dayX t) /(4X235sq.ft.X.22))
.507 = exp(-.23 t)
t = 2.4 days to return to equilibrium
The same equation may be used to show the top foot of
saturation would be gone in 14 hours
t = .59 days
The one foot loss in 14 hours should accommodate the 25% storage disparity. Thus even
ignoring sheet flow off the property into the sound, the property in its natural
undeveloped state should have the capacity to hold from percolation 100% of the storm
water without flooding from saturation. It is important to point out that these
calculations are very conservative for they assume an instantaneous saturation and do
not consider the flux to discharge from the outset of a storm.
5.3 Runoff from Altered Surface
After development, the property will have a 40% coverage by buildings, swimming
pool area and parking lots. The stormwater collected from these surfaces will be properly
disposed of by two methods. i) Downward percolation from swales in the lows of the
parking lots which will be used to collect the water and 2) infiltration at and aquifer
transport away from retention basins situated under each condominium building of the
development. The amount of water lost to the swales is not calculated here and is
considered only as a safety factor. In the following calculations 100% of the storm water
is considered to reach the retention basins.
5.3.1 Retention - The area under each of the condominium units will be prepared as shown
in cross-section on Exhibit S. Excavation at each building site will create a winder: :r:
the water table 43 feet by 140 feet, or 6000 square feet which will serve as a retention
pond and groundwater discharge entry point for storm water. The excavation will be
bulkheaded and surrounded by fill to an elevation 9 feet above sea level. The excavation
will be refilled with 2 feet of coarse sand, which will support the bulkhead, eliminate

Page 6
standing water under the buildings soon after any storm, and act as an initial filter for
the stormwater entering the aquifer. Above the sand layer an open retention pond area of
1-3.5 feet depth will be contained by the bulkheads below the elevation of the parking lot
surfaces.
The retention basins under each building will be hydraulically connected to the
catch basins at the bottom of the parking lots so that the level of water will always be
the same throughout all units. This enhances the rate of water infiltration by permitting
basins with a higher Q (dispersal rate per day) to act on all retained water and not just
water from a select portion of the development.
The following table provides information on the configuration of the storage
basins under each of the buildings and the volume of storage in each. The design is based
on a maximum elevation of 7.5 feet above MSL for water in retention. The fill sand
portion of the holding basin under each condominium building has been calculated
assuming a 25% porosity for the coarse sand.
BUILDING STATIC TOTAL ELEVATION SAND SAND OPEN OPEN
NUMBER STORAGE FILL STORAGE DEPTH STORAGE
(feet) (feet) (feet) (feet) (cu.ft.) (feet) (CM 0
1 2 5 4 2 3000 3.5 21000
2 4 3 6 2 3000 1.5 9000
3 4 3 6 2 3000 1.5 9000
4 3 4 5 2 3000 2.5 15000
5 3 4 5 2 3000 2.5 15000
6 2 5 4 2 3000 3.5 21000
7 2 5 4 2 3000 3.5 21000
TOTALS 21000 111,000
11
21,000 + 111,000 = 132,000 cu.ft. TOTAL STORAGE
This volume of storage is in excess of both the 4.5 inch rainfall for one hour (52,010
cu.ft.) and 10.5 inch rainfall (122,356 cu.ft.) for 24 hours which would be collected from
the impervious surfaces and roofs during a %00 year" storm. As a safety factor the
parking lot swales would provide an additional 2500 cu.ft. of storage.
5.3.2 Ground Saturation Surrounding Retention Basin - The objective of retention will not
be met if water retained breaks out of the ground's surface adjacent to the retention
basins, which, during a "100 year" storm, may be holding water at a level higher than
these original surfaces. Water in retention will effect a hydraulic elevation or mounding
in the surrounding ground (surface aquifer). This elevation is an inverse function of the
log of the distance from the retention basin times a factor related to the distance to
discharge. Considering a worst case, at the back of the property, farthest from the
discharge the 4 foot head in retention would cause mounding of 3 feet above the natural
water table i foot outside retention and mounding of 1.75 feet 10 feet outside retention.
To prevent any breakout and to provide an additional safety factor against it the
fill surrounding the bulkhead at the base of the condominiums will be several feet above
the maximum water retention level, graded in an apron configuration to be higher than

Page 7
mounding would ever occur. This fill will be ground taken from the retention excavations,
and compacted somewhat to reduce its conductivity.
5.3.3 Rate of Dispersion From Retention - Although transmissivity for the surface
aquifer at the Atlantic Passage property is only moderate, the flux of water away from
retention will be high due to proximity of a zone of discharge and the strong hydraulic
gradient which will form with any increase in head. Two formulae have been used to
develop independent estimates of the time required for dispersal of retained storm water:
DARCY'S FORMULA
Q=KA dh/dI
where: Q is the quantity of water over a time period
K is the hydraulic conductivity
A is the cross-section area through which flow occurs
dh/dl is the hydraulic gradient
This is the same as:
Q=TW dh/dl
where: T is the transmissivity
W is the width of the cross-section of flow
dh/dl is the hydraulic gradient
Although the. head may be higher the following calculations assume a constant head of 2
feet above the equilibrium water table position. This is the elevation of the sand layer
in the retention basins and the hydraulic condition which would be in force when the
standing water in the retention basins will disappear. Moreover it is a value which may be
safely assumed for any water standing higher than 2 feet in the retention basins. The
higher head which would actually be in place after 14.5 inches of rain would cause even a
greater rate of flow than reported here, thus, these calculations are conservative.
The following table contains values and calculations of Darcy's formula using
these calculations from which a total exfiltration rate may be estimated. In the table the
FRONT value is the length parallel to discharge.
BUILDING TRANS. FRONT dh d1 0
NUMBER (sf/day) (feet) (feet) (feet) (cf/day)
1 1140 140 4 120 6584
2 1140 120 6 200 5926
3 1140 147 6 295 4218
4 1140 120 5 200 4233
5 1140 140 5 115 8588
6 1140 140 4 45 17559
7 1140 120 4 100 6773
TOTAL 0 per day 53881 cu.ft.

Page 8
After 10.5 inches of rain the 7 retention basins would have 101,356 cu.ft. of stormwater
above the sand layer if filled instantaneously. At a dispersal rate of 53 881 cu.ft./day
while water is above the sand layer, Darcy's equation indicates 1.9 days would be
required for the standing water to be removed to the level of the sand. This calculation
is conservative for it considers flux to occur in only one direction, and does not consider
higher heads which might occur during the early part of retention. Also it does not
consider the immediate flux which would occur at the outset of the storm.
HEATH'S FORMULA:
Applying heath's formula, as presented in section 4.2, to the same
conditions: ?
h = ho exp(-lt-Tt/4a2S)
The following table contains values and calculations of Heath's formula using
these calculations from which a total enfiltration rate may be estimated at each
individual retention pond. The values of "t" presented have not been integrated fore the
whole system, but rather are presented individually giving a range of'time which would be
required for water in the retention ponds to fall below the level of the sand under the
condominium units. Again the calculation is conservative for a minimum head level at the
sand's surface has been used.
BUILDING h ho a t t
NUMBER (feet)) (feet) (feet) (days) (hours)
1 2 4 120 .63 15
2 4 2 200 1.02 24
3 4 6 295 2.22 53
4 3 5 200 1.29 31
5 3 5 115 .42 10
6 2 4 45 .08 2
7 2 4 100 .43 10
Thus, Heath's method indicate the standing water would fall below the sand layer of the
retention basins some time between 2 and 52 hours depending on the distance of the
condominium unit from the Intracoastal waterway. It is reassuring to see these time
estimates are in a similar range to those predicted by use of Darcy's formula.
Presumably neither of these methods provides exact information about the actual
removal rates of storm water from the retention basins by infiltration and flux through
the surface aquifer, rather they give times which bracket an actual time requirement. This
is somewhere between i and 3 days for the standing water to fall below the sand surface
in the retention systems. This, it seems, should be an allowable time for recovery
considering the unusual climatological event which would cause the stormwater problem in
the first place.
November 4,1985
F)V) a).. ,J
Y F ?
Respectfully submitted,
T C, Incorporated r• :;a,3` -u
a ?L °?O. `yew Sao ? •
Charles F. Stehman, Ph.D.
Hydrologist ??''''&Atli#++•?'???

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AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County O?,yecvflSriewell no•
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Hour
t
(min)
t/
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AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County
Location:
Observation well no. _
Pumped well no. 1
Average Q gpm r= ft. r2=

Date

Hour
t
(min)
t/
(min)

t/ t., Depth
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AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County :
Location:
Observation well no. 40P
Pumped` well no
Average Q gpm r= ft. r2

Date

Hour
t
(min)
t/
(min)

t/t1 Depth
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(unad-
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County .
Location:
OBSERVATION, A ' \AI.TSIS
_ Observation well noi.
Average Q gpm r= ft. r2-

Date

Hour
t
(min)
t/
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c/tl Depth
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(unad-
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AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County Observation well no.
Location: Pumped well no.
Average Q gpm r - ft. r2 =

Date

Hour
t
(min)
t/
(min)

t/tl Depth
to
water s
(unad-
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As sl
(ad-
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AQUIFER-TEST DESIGN, OBSERVATION, AND DATA ANALYSIS
County
Observation well no.
Location: Pumped well no.
Average Q gpm r= ft. r2

Date

Hour
t
(min)
to
(min)

t/tl ;DDepth
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(unad-
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,. " .,..,. w Cdd u o
d abo ai co

7 Q A L
r1
4j
o
co z

a
r? _ fJ w
E-4 u
0 c n
0-+ cc
H ,
to
.C OQ
•rl
i+ N to
7 G
m a

as i'?
ca
w TEST IDMFR I NG RECQFRL7
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 2030
50
0.0
5.5
8.0
12.0
22.0
27.0
37.0
Very loose dark brown SC
clayey fine to medium SAND 1-0-0 18
with local pockets of soft
clay. 1-0-0 2

Very soft black fine sandy
PEAT. PT 0-0-0 18
1-1-1 18
Very loose black silty fine SM
SAND.
--------------------
-
Firm to loose olive fine to SP
medium SAND and shell
7-10-i1
ib
fragments.
r
10-5-4 13

- - - - - - - - - - - - - - - - - - -
Loose dark gray silty fine ----
SM
SAND.
0-3-2
18

- - - - - - - - - - - - - - - - - - -
Very loose to loose dark -----
SC
gray clayey fine to coarse
1-1-1
18
SAND and shell fragments
with 2"-3" lenses of soft
ray clay.
4-3-5 18
L
Stiff gray CLAY with thin CH
lenses of sand. 40 10-6-9 18 JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-1
7-23-85
LAW EhIG I tVEEiZ I P4 C3
TEST I IVG COMIP'ANY
TEST 3BMR I MCS REC0FZI3
DEPTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0 10 2030 50
42.0
50.0
BLOWS PER REC.
SIX IN. (IN.)

A
S 7-
C N.
dense light gray silty
V ery
fine to medium SAND and SM

18-28-33

18
shell fragments with
cemented pieces.
I?r
0
Boring terminated at 50.0'.
Note: Samples wet below
1.0'. SU?f

JOB NUMBER
BORING NUMBER
DATE
PAGE 2 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-1
7-23-85
L OckW EtyG I NEER I P4 (3
TEST I MCG C:C3MPANY
TEST BMF;t I M(3 f;t EC_-MFtn
DEPTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0 10 2030 50
0.0
' 11.0
17.0
22.0
27.0
32.0
37.0
BLOWS PER REC.
SIX IN. (IN.)
Very soft dark gray silty CL
CLAY with large amount of 0-0-0 18
organic fibers.
0-0-0 0
Wo
(B
0-0-0 0
0-0-0 0

Firm olive fine to medium SP
SAND and shell-fragments.
6-10-14 18

- - - - - - - - - - - - - - - - - - -
Firm gray silty fine SAND. ------
SM
10-9-12 16

- - - - - - ----- - - - - - - - - - - -
Very loose gray silty fine ---
S_M
SAND with local pockets of SC 4-1-1 18
soft gray clay.
- - - - - - - - - - - - - - - - - - - -
Soft gray silty CLAY with
CL
some fine sand and shell 0-0-3 18
fragments.
Firm gray clayey fine to SC
medium SAND with lenses of
b-5-6
18
soft gray clay.
------------------
Dense gray fine to medium
SP
SAND. 22-15-16 12
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-2
7-26-85
LAW EIVCG I h1EEF:Z I NG
TEST I P4 13 COMF=0 ANY
TEST 3BMF;t I Ma RECQF7D
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT ) (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 20 30 50
42.0
43.0
?cNSC SA?? SFP
----------------
Hard drilling-No sample.
Boring terminated at 43.0'.
JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-09807
B-2
7-26-85
L A W E N G I N E E R I N G
TEST I NG COMFPANY
PAGE 2 OF 2
' TEST 3BMFt Y MCC FtEiCM F;t 73
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 2030 50
0.0
3.0
5.5
8.0
20.0
Loose light gray fine to
medium SAND. SP
2-4-5
16
Very soft gray silty CLAY CL 0-0-1 18
with large amount of
rgani c fibers.
o
Very loose black silty fin
anic
SAND with some or
9A

1-0-1

2-3-6

18

18
g
fibers. SM
- - - - - - - - - - - - - - - -
Very loose to firm dark
gray to olive fine to

SP

-1-1

8
medium SAND with some silt
and shell fragments.

4-11-15

16
Boring terminated at 20.0'.

JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 1
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-3 LO=kW EhJG I NEEF;Z I NG
7-23-85 TEST I FyG CQMF='ANY
TEST HBOR I MC3 F;t ECU F;t L}
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 2030 50
0.0
3.0
5.5
8.0
17.0
22.0
27.0
37.0
Soft gray and tan silty
CLAY. CH
3-2-1
10
Very loose dark brown silty SM 0-0-0 18
fine SAND with large amount
Of organic fibers. 5)v,
4-3-4
18
Loose black silty fine SAN
anic fibers
with some or 4-4-6 16
.
g
SM
-
---------------
Firm to loose brown fine SP
SAND with some silt. SM -1-2 18

- - - - - - - - - - - - - - - - - - -
Dense gray fine SAND. -- -
SP
13-16-20 18

- - - - - - - - - - - - - - - - - - - -
Very loose gray silty fine ---
S_M
`
SAND with pockets of soft SC 2_1-2. 18
gray clay.
------------------
Firm gray fine to medium
SP
SAND and shell fragments b-7-5 18
with small pockets of clay.
10-8-9 18

Very stiff gray silty CLAY CH
with thin sand seams. 5-6-23 18
JOB NUMBER
BORING NUMBER
DATE
PAGE 1 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
347285-0980
B-4
7-26-85
I AckW EhJG I h1EEFZZ I NCG
TEST I P4 C3 COMF}ANY
1? TEST Hc[?F? I NS I-?cECO?D
DEPTH' DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) ' (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 2030 50
42.0
45.0

Dense light gray silty fine
to medium SAND and shell SM
26-23-27
18
fragments.
Boring terminated at 45.0'.

JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-4
7-26-85
LAW ENG I NEEF;Z I NCG
TEST I NG COMF=> ANY
PAGE 2 OF 2
TEST 3B MFzt I MC3 F;ZECOFR;D
DEPTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0 10 2030 50
0.0
3..0
8.0
17.0
22.0
27.0
37.0
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER J47285-0980
BORING NUMBER B-5 L A W E P4 13 I P4 E E F;Z I N G
DATE 7-24-85 TEST I P4 13 CC3 MF='ANY
PAGE 1 OF 2
BLOWS PER REC.
SIX IN. (IN.)
Firm gray fine SAND. SP
5-7-5
10
Very soft dark gray silty CL 1-1-1 2
CLAY with large amount of
organic fibers.

0-0-0 wdIJ
/S

18
Loose brown fine SAND. SP 2-3-6 18
Note. Trace of organic
fibers at 10.0'.

4-4-2

18
-------------------
Dense olive-fine to medium
SAND. ---
SP

12-17-15.

16

Very soft gray fine sandy
CLAY. CL

1-1-1

18

Loose to firm gray clayey
fine SAND. CH
6-6-2
18
3-3-10 18

Stiff gray silty CLAY with
thin sand lenses. CH
5-9-20
18
DEPTH
(FT.)
0. 0
5.5
8.0
12.0
22.0
30.0
TEST HcCIi? I h!G FECOFZD
DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (BLOWS/FT.) SIX IN. (IN.)
n 10 20 30 50
Firm to loose brown fine SP 6_7_7 12
SAND.
L-2-1 10
Loose black silty fine SAND
- - - - - - - - SM
--- 4-4-4 16
- - - - - - - - - - - -
Firm brown fine SAND. SP 6-7-8 12

- - - - - - - - - - - - -
Firm olive fine SAND and ,.
SP
shell fragments. 0-5-7 18

10-14-15 16
- - - - - - - - - - - - - - - - - - -
Dense gray fine to medium -----
SP
SAND and shell fragments. 12-14-19 14

10-15-17 18
Boring terminated at 30.0'.

JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-6
7-24-85
LAW EtVG I P4 EEFc I NC3
T E S T I MC3 C O M P A N Y
PAGE 1 OF 1
TEST HBC1F< I MC3 F-:tECC1F n
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER REC.
(FT.) (FT.) (BLOWS/FT.) SIX IN. (IN.)
0 10 20 30 50
0.0
3.0
5.5
8.0
4
32.0
Loose brown fine SAND. SP
5-2-2 6
Very soft dark gray silty CL 0-0-0 18
CLAY with some fine sand wQ I-L
and organic fibers.
\ - - - - - - - - - - - - - - - - - / SM
0-0-
19
Very loose black silty fin
e amount of
ith lar
SAND
4-8-10
15
g
w
organics. SM
Loose to firm brown to SP
olive and gray fine SAND 6-10-12 18
with traces of silt and
shell fragments.
8-8-6 12

6-6-3 10

8-7-8 18
- - - - - - - - - - - -- - - - - - - - -
Firm to dense gray fine to ----
SP
medium SAND with isolated 7-6-10 18
1/2 to 1.0" clay seams.
10-14-17 18
JOB NUMBER
BORING NUMBER
DATE
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
J47285-0980
B-7
7-25-85
LAW EhiG I NEER I NG
TEST" I ME3 CC)MF=> ANY
PAGE 1 OF 2
rte! ,
DEPTH
(FT.)
'TES'T 3BMFZ I M(3 RECORD
DESCRIPTION ELEVATION PENETRATION
(FT.) (BLOWS/FT.)
0 10 2030 50
42.0-
43.0
BLOWS PER REC.
SIX IN. (IN.)
DC-NScr}r D
- - - - - - - - - - - - - - - SP
Hard drilling-No sample.
Boring terminated 43.0".

I i I
I
I

JOB NUMBER
BORING NUMBER
DATE
PAGE 2 OF 2
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
347285-0480
B-7 LAW ENJS I NEER I NCG
7-25-85 TEST 111%1 C-3 COMP'ANY
N

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.Q T

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a? < S
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a
w

--------------

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