SW7951008_HISTORICAL FILE_20061128

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
V'
YYYYMMDD

Quible � '
Quible & Associates, P.C.
ENGINEERS • ENVIRONMENTALISTS • SURVEYORS • LANDSCAPE ARCHITECTS • PLANNERS
SINCE 1959
November 11, 1995
Mr: Bill Moore
North Carolina Department of Environment,
Health and Natural Resources
Division of -Environmental Management
water Quality section
1424 Carolina Ave.
Washington, North Carolina 27889-2188
P.O- Drower 670
Kitty Hawk, NC 27949
Phone: [phone]
Fax: [phone]
PRINCIPALS
H.W. Bill Gilbert, ill. P.E.
Joseph S. LossRer. S.E.S.
William C. Owen. R,L.S.
F. Richard Quible. P.E.. R.L.S.
ASSOCIATES
Sean C. Boyhe. P.E.
Eduardo J. Valdivieso. P.E.
NOV 2 8 2006
Re: stormwater Management Plan for The Inn at Hatteras Village, located in
Hatteras Village, Dare County, North Carolina 5LX7 p.57' /d0 8
Dear Mr. Moore:
Please find enclosed two copies of revised drawing C8 for the Inn at Hatteras
Village. We have revised the overflow structure detail to match the proposed
elevations and configuration of the infiltration pond. Please replace the
originally submitted sheet C8 with this revised sheet.
If you have any questions or require additional information, please don't
hesitate to call.
sincerely,
Quible and Associates, P.C.
Sean C. Boyle, P.E.
enc: As stated

The Villas of Hatteras Landing
Subject: The Villas of Hatteras Landing
From: "Joe Anlauf, P.E." <[e-mail]>
Date: Fri, 21 Jul 2006 09,04:57 -0400
To: <[e-mail]>
CC: <[e-mail]>
Della,
I was able to look back into our files and found where I had sent a copy of the original design certification
of the stormwater system by Bill Gilbert, P.E., dated 6127/06, to AI Hodge via fax on 3/20/06.
We also sent a copy of the certification to Mr. Tom Lyon of Tidewater Hotels & Resorts to be attached with
the renewal form. After reviewing the file, my recollection is that Tidewater Hotels & Resorts were to
execute the renewal form, pay the fee and attach the original copy of the engineer's certification.
I will check into the status of this renewal form and let you know what I find out.
Sincerely,
Quible & Associates, P.C.
Joseph J. Anlauf, P.E.
1 of 1 7/21/2006 11:13 AM

Type.... Master Network Summary Page 1.02,
Name.... Watershed
File.... G:\LNR\406005\LNR\Stormwater\Pond Pack\NEW RUNS\BBH POST 2.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
('Node=Outfall; +Node=Diversion;)
(True= HYG Truncation:.Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return•;
,HYG Vol.
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac-ft
Trun
hrs
cfs
ft
ac-.ft
POND 10
OUT
POND
2
2.635
R
12.6500
3.24
10.90
1.368
POND 10
OUT
POND
5
3-711
R•. ,.,:;12.',4500
5..95
11.22
2.164
POND 10
OUT
POND
10
4.466
R
12.4000
7.95
11.44
2.582
POND 10
OUT
POND
25
5.533
R
12.3000
11.26
11.74
3.153
POND 10
OUT
POND
50
6.375
R
12.2500
13.92
11.97
3.598'
POND 10
OUT
POND
100
7.211
R
12.2000
16.70
12.19
4.026
SUBAREA
10
AREA
2
2.670
11.9000
47.98
SUBAREA
10
AREA
5
3.749
11.9000
66.50
SUBAREA
10
AREA
10
4.506
11.9000
79.26
SUBAREA
10
AREA
25
5.574
11.9000
96"99
SUBAREA
10
AREA
50
6.417
11.9000
110.82
SUBAREA
10
AREA
100
7.254
11"9000
124.45
SIN: ADYXYWJ3JNBA ARCADIS
POndPdck (10.00.016.00) 9:51 AM 5/26/2006

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 14, 2006
Tidewater Inn Management
ATTN: Dwight Wheless
PO Box 718
Virginia Beach, VA 23451
Subject: Stormwater Permit No. SW 7951008
Inn at Hatteras Village
Dare
Dear Dwight Wheless,
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW 7951008
to Tidewater Inn Management for Inn at Hatteras Village on 12/11/1995. This permit expires on
12/11/2005. Section .1003(h) of 15 A NCAC 2H .1000 (the stormwater rules) requires that applications
for permit renewals shall be submitted 180 days prior to the expiration of a permit and must be
accompanied by a processing fee,.which is currently set at $420.00. If this is still an active project
please complete and submit the enclosed renewal application in a timely manner. If this project has not
been constructed and a permit is no longer needed, please submit a request to have the permit
rescinded. If you have sold the project, or are no longer the permittee, please provide the name, mailing
address and phone number of the person or entity that is now responsible for this permit. Enclosed is a
form for change of ownership, which should be completed and submitted if the property has changed
hands.
Your permit requires that upon completion of construction and prior to operation of the permitted
treatment units a certification of completion be submitted to the Division from an appropriate designer
for the system installed. This is to certify that the permitted facility has been installed in accordance with
the permit, the approved plans, specifications and supporting documentation. Please include a copy of
the certification with your permit renewal request and processing fee. Enclosed is a copy of a sample
certification.
You should be aware that failure to provide the Designer's Certification and the operation of a
stormwater treatment facility without a valid permit, are violations of NC General Statute 143-215.1 and
may result in appropriate enforcement action including the assessment of civil penalties of up to
$10,000 per day.
If you have any questions, please feel free to contact me or a member of the coastal stormwater staff with
DWQ at 252-946-6481.
Sciere y,
i
AI Hodge, eglonal Supervisor
Surface Water Protection Section
Washington Regional Office
Enclosures
cc: Quible & Associates
Washington Regional Office
North Carolina Division of Water Quality Internet. www.ncwaterquahi y.org �7One
g N 943 Washington Square Mall Phone [phone] OCarolina
Washington, NC 27889 Fax [phone] turall
J
An Equal OpportunitylA(f rmative Action Employer -- 50°% Recycled110% Post Consumer Paper

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r`a North Carolina Department of Envltx
Q
SEP 2 9 2006
1_
2
3
4
SURFACE WATER PROTECTION SECTION
STAL. STORMWATER PERMIT RENEWAL APPLICATR
CURRENT PERMIT INFORMATION:
Storrnwater Management Permit Number. SW7951008
Permit Holder's tiame: Tidewater Inn management for Inn
Signing official's name: Thomas J. Lyons, Jr. Title:Maria
(person IeQaiiy responsime for permit)
Mailing address: P.O. Box 718 City:_
State: VA ZipCode: 23451 Phone: [phone]FAX: 757-
LArea Code an0 Number) (Arco Code and Number)
Project Name: Inn at, Hatteras Village
Location of Project: (StrPet address) NC 12 in Hatteras Village
Dare County, North Carolina (Address not assigned.)
7. Directions to Project (tram nearest major intersection)
It. PERMIT INFORMATION
1. Specify the type of stormwater treatment (wvt pond• inrllrtation. Inc.)
2. Llsi any Changes mm pmlact trial was origlnaay approwad, 091ACh odditionol p30en if
3. Do you have a copy of the original Operation and Maintenance
Applicant's Certification:
I, (P,;n,) 'Thomas J. Lyons, Jr. certify that the
permit renewal applie , is to the best of my knowledge, correct
Signature: Da'
Submit this compiei Q fo along with an application lea a[
designer's certification to the address listed below.
Nortfi Carotins oiyiLbn of Water auaiiiy 343 WOSNtlgEon Square Nall Phoro (252) W&6481 C,
wa �t n Fta rmy offm wrrehWWJ"n. We 7MN FAX L2521946-9213 m
All Fqual OppoAwrhy/ANirmntiw Amon 6mpw&r- 50% RncyclodllO% post Con va*t Raper
T-840 P 002/004 P-159 '
17 ; 00 P. 03
chae1 F.`Easley, Goiierror
)m G. Ross. Jr,, Secretary
sot and Natural Resouroes
n W. nrnek, P.F,. Director
Division of Water Quality
Hatteras Village
of Harborside, L.G.
Va. Beach, VA 23451
6885
Infiltration system
YesX No
)rmation included on this
complete.
9/5/2006
dD snd a copy of the
Strobe r-MJL21W49
n2o.em.cmn&.nc.u% lei �iQ/ll/lila
Received 08-24-2000 DA :13pm From-252 949 9215 To-01118LUAS5 CJATES Page 003

08-25-2006 OB:25am From-QUIBLl&ASSOCIATES 2522611260 T-840 P 003/004 F-158
DEil4/lrlAPO ! ax :252-9u6-9215 _- Aug_ 24 'CC 17 : p0 P. 02
O�oF W A rFRQ R IF, C"' E.t CI E� MiGhac7 F. Fawley. Gavcrnar
Wiuism G. Pass In. Scercwy
N0M Carolina DeparTrrlC T orEnvimwr z and Nawnl itr uma
;; p 2 9 2006
a T Alar+ W. Klimek, P.E. D6100 r
Divi,ion v� WaseX QtisaliTY
SURFACE WATER PROTECTION SECTION
COASTAL STORMWATER PERMIT NAME/OWNERSHIP CH
NGE FORM
I,
CURRENT PERMIT INFORMATION:
SW7951008
1.
Stormwater Management Permit Number,
2.
Permit Holder, r, name: Tidewater Inn Mang ement for Inn
4 Hatteras Village
3.
Signing official's name: Thomas J. Lyons, Jr. Title:
ger of Harbor side, L.C.
4.
(parson lege11y m%ponaihle Mr perm@)
Mailing address: P O, Box 718 City:
Va. Beach
State: VA ZipCode: 23451 Phone: [phone] FAX: 75
-428-6885
(Aron Cade and Number) (/fir a Cade qna Mhiner)
11,
NEW OWNER 1 PROJECT 1 ADDRESS INFORMATION
1.
This request is for: (please cheok all that apply)
X_a_ Change in ownership of the prop ertylcompany (
lease complete 1'tem,54 : '
#3, and #4 below)
X
b. Name change of project (Please complete Item
5 below)
x C. Mailing address change. (Please complete Item
below)
d. Other (please explain):
2.
3.
4
New owner's name to be put on permit_ Villas of Hatteras
New owners signing officlal's name and title: Cheri. A. Pa?
President
New Mailing Address. 1,410 S. Dare Trail (TsW) City.. K
State: NC ZipCode: 27948 Phone; 252-480-2700 FA;
(Area Coca and Number)
New Project Name to be placed on permit: Villas , of Hat
Page 1 of 2
North Carol:.. Oiv:uan o! W.rer Q"Iwy Ifnternd: YYara-0r. +mUgL4LR
943 WmhingTon Squarc Mall Phone [phone]
NVAMWQton, NC 27989 Fen C252) 94"215
An Equal dpftmlylAlrlmigbe Acdon Employer- 50% Racya;411o% Pool, Concu nsr vapor
Received Ilia-2d-2006 aA.13pm Frum-252 Q46 9215 To-pl1IBL
Owners Assoc.,Inc.
Devil Hills
252-480-2042
Code and Numbc4
Landing
as
NaCamlina
turally
ATES page 002

Oa-25-206B 06:25am Froin-QUIBLELASSOCIATES 7522611260 T-040 P 004/004 F-159
Fax:[phone]
17.00 P.04
C
THIS APPLICATION PACKAGE WILL NOT BE ACCEPTED BY TH DIVISION OF WATER
QUALITY UNLESS ALL OF THE APPLICABLE ITEMS LISTED 113 LOW ARE INCLUDED
WITH THE SUBMITTAL,.
REQUIRED ITEMS:
1. This completed form.
2. Legal documentation of the transfer of ownership.
3. A copy cf the recorded deed restrictions, if required by the per it.
4. The designer's certification, if required by the permit.
S. A signed Operation and Maintenance plan, if a system that r quires maintenance will
change ownership.
b. Maintenance records.
CERTIFICATION'MUST BE COMPLETED AND SIGNED BY BOTH THE CURRENT PERMIT
HOLDER AND TAE NEW APPLICANT IN THE CASE OF A CH� AeiGt OF OWNERSHIP.
FOR NAME CHANGES, COMPLETE AND SIGN ONLY THE CL RRENT PERMITTEE'S
CERTIFICATION.
Current Permittee's Certification.
1, Thomas J. Lyons, Jr, attest that this a plicatio for a name/ownership
change has Geen reviewed and is accurate and complete to the b st of my Knowledge. I
understand that if all required parts of this application are not compiet d and that if all required
supporting information and attachments are not included, this appi cation package will be
returned as incomplete.
Signatl.Irt' 'z Date:
9/5/2006
New Applicant's Certification; (Masi be Compleled for all tran6rBr5 ofownershipy
1, Cheri A. Pain attest that this appli
change has been reviewed and is accurate and complete to the
understand that if all required parts of this application are not comple
supporting information and attachments are not included, this alp
returned as incomplete.
Signature: ,1� �� _ _ Date:_
THE COMPLETED APPLICATION PACKAGE, INCLUDING
INFORMATION AND MATERIALS, SHOULD BE SENT TO THE F'OI
North Carolina Department of Environment and Natural R
Division of Water Quality. SWP
943 Washinton Square Mall
Washington, NC 27889
rage 2 of 2
rn for an ownership
t of my knowledge_ I
and that if all required
?Rion package will be
9/2-6 /o.c
ALL SUPPORTING
]WING ADDRESS-
rces
Roca ived 09--U-2006 ad:13am Fralrr-262 646 0215 Te-i UIRLEZASSOCI�TEs
Rage 004

From: The Villas of Hatteras Landing
To: NCDENR
163
Check Date Check Amount Check Number
9/26/06 420.00 001230
Batch
Date
invoice Number
Reference
Gross
Discount
Net
266
9/26/06
STORMWTR PERK
Stormwater Permit
420.00
.00
420.00
SER
2 9 2006
D-
-WARO
The•Viit" of -Hatteras Landing wachovia Bank -00r4 n9
1410 S Virginia Dare Trail Kill Devil Hift, NC -27948
i iii Devil Hills NC'27948
66-1521531
Pay
Exactly FOUR HUNDRED TWENTY AND 001100 DOLLARS' ........................
.......
.r
_'Date: 09126/06
Y
To The
>
Oider.Of: NCDENR
943 Washington Sq. Mall
';':: : V.
�slgna
.Washington, NC 27889
R
_ - nutsohz%e'sfyrtatur

Quible
9ulble & Assoclotes, P.C.
FNGNFEn5 • FNVIROMAENTALL51S - 5LIRVEYOnS • lPN[}5C/%PE APCHIt[Cf5 - PLANNERS
SINCE 1959
June 27, 1996
Mr. Hill Moore
North Calrolinn Dcpnrtmenl of Environment,
Health anti IVnturni Resources
Division of-Environlneittal Management
Water Quality Section
1424 Carolina Ave.
Washington, North Carolina 27889-2188
1-11 F=
SEPI 2 9 2006
DWI)-WARD
Re: Storm%vater Management Plan Ccrtification for The Inn @ Hatteras V
North Carolina
Dear Mr. Moore:
This letter is to serve as die Engineers Certification dial the stormwater infiltra
appurtenances were constructed in substantial conformance to the approved So
and that the system will function as intended.
It is reconuncnded that the Owner follow all operation and maitltctiance proced
approved SLonnvater Management Plan,
If you linve any questions, or need any further ui lforrnation, please contact me a
Sincerely,
'Quffible and Associates, P.C.
�l , �
H. W. Gilbert, III, P.E.
cc: Torn Lyons, Tidewater Inn Management
Tim Midgeu
r
14892
P.O. Drawer 676
KJ" Ilowk. NC 27949
Phone. 919-201,3300
F(= 919-261-1260
F. Richard Oulble. P.E., R.L.S.
H.W. 6m GUbOR, 11, 13 t.
Joseph S lmtuar C E.P
1Mluom C. Owen. R.L.S.
Soon C. Boylo. P, E-
Hatteras, Darc County,
basin and associated
eater Management Plan
that arc outlined in the
919-261-3300.
e

Filed Book: 1565 Pi
05/21/2004 01:52PM
Doc Code: DECL
BARBARA M GRAY, REGIS
Prepared by and Return to:
W. Jay Wheless
Wheless R Wheless, PLLC
P. O. Box 500
Manteo, NC 27954
NORTH CAROLINA
DARE COUNTY
DECLARATION OF
THE VILLAS OF HATTEI
CONDOMrgUM
SEP 2 9 2006
DWQ-WARD
499 Doc Id: 6134863
Receipt #: 112894
OF DEEDS DARE CO, NC
I IIIII fff IIIII 1111 IN 6134853 4 01 :52P
LANDING
DECLARANT: Harborside Investment Associates, LLC, a North Carolina limited liability
company
(hereinafter "Declarant")
CONSENTERS: See. Exhibits "E-1" and "E-2" attached hereto and incorporated herein by
reference.
DATE: May 21, 2004
RECITALS:
1. Harborside Investment Associates, LLC is the o ' er in fee simple of a certain tract
of land and all improvements thereon. Said lands are situated in the Village of Hatteras, Dare
County, North Carolina, and adjoin the development commonly referred to as Hatteras Landing.
On this property, Declarant has previously constructed various improvements and, for years, has
managed the improvements as a hotel;
2. Harborside Investment Associates, LLC shall con' ert two of the three former hotel
buildings and the surrounding lands into a Condominium purluant to and in accordance with

f fllff f llffl fill Ifllfflf lffll Ill( f lfllf
Chapter 47C of the North Carolina General Statutes. Harbor
construction project or development is known as "THE VILL
Said development may consist of residential units, walkways,
and permitted to be constructed by Harborside Investment Asso
building has not been submitted to the Act and will remain in or
at all, Declarant submits it to the Act in accordance with the
described herein,
fflf fIlf 3
2 Page: aee2 of 73
eSl2112004 01:52P
Investment Associates, LLC's
Or HATTERAS LANDING".
.)r recreational areas as planned
�s, LLC. The commercial hotel
:ion as a hotel until such time, if
or the .Declarant Rights further
3. At the time of filing this Declaration, the residential units (and the commercial hotel
rooms), recreational areas and walkways are encumbered by a De elopment Agreement recorded in
Book 1024, Page 142, Dare County Registry.
4. The lands are further described in Exhibit "A" ttached hereto and incorporated
herein by reference. By this Declaration, Declarant submits the land and all improvements
(except the building on the Plat still shown as hotel -use or "Possible future Phase — Need Not be
Added"), easements,. appurtenances, riparian and other incideI tal rights attaching thereto (all
known as "Submitted Property") and further described in Exhibit hibit "A" to the provisions of
Chapter 47C of the General Statutes of North Carolina and amendments thereto. A copy of said
Chapter 47C can be obtained as further described on Exhibit "C'J and attached hereto.
5. The Consenters have heretofore purchased or otherwise acquired land or interests in
lands Eying within the original outer boundaries of the Submitted Property or have a lien or other
interest that requires consent to this Declaration.
6. Chapter 47C is generally known as the North {
this Declaration the Declarant creates a Condominium ("Ci
Submitted Property. A maximum of fifty-three (53) Condomir
that is hereinafter referred to as the Submitted Property (as here
to the North Carolina Condominium Act by this Declaration, or
Condominium Units. Said Units may be built and certif
development or two phases.
7. The Villas of Hatteras Landing, A Condominiu
Property as defined below, and shall be governed by the Vi
Association, Inc., or VHLOA, which shall be created as the
Condominium pursuant to the requirements of the Act. Each Ui
VHLOA that shall have the duty to ensure and maintain the ove
and to own, improve, maintain, repair and replace the walkw
constituting the Common Elements of the Condominium.
NOW, THEREFORE, Declarant hereby makes this Dec]
to all the terms and provisions hereinafter set forth and Consent(
rolina Condominium Act and by
lomuuum") with respect to the
m Units may be built on the land
after defined), which is submitted
already built may be converted to
as complete in one phase of
i, shall consist of the Submitted
as of Hatteras Landing Owners
nit Owners' Association for this
t Owner shall be a member of the
ill integrity of the Condominium,
� s, pool, amenities and facilities
ition for the purposes and subject
consent to this Declaration.
2

Google Maps
http://maps.google.com/maps?q=Frisco,+NC&ie=UTF8&z=15&11=3 5
Address Frisco, NC 27936
4r�aps

Fw: The Villas of Hatteras Landing
Subject: Fw: The Villas of Hatteras Landing
From: "Joe Anlauf, P.E." <[e-mail]>
Date: Tue, 1 Aug 2006 11:36:35 -0400
To: <Della.Robbins@ncmai].net>
Della,
I sent this email out at the beginning of last week and have learned that Tom Lyons is out of the country.
I will continue to pursue getting this permit renewal resolved.
Sincerely,
Quible & Associates, P.C.
Joseph J. Anlauf, P.E.
----- Original Message -----
From: Joe Anlauf, P.E.
To: [e-mail]
Cc: Tim Midgett
Sent: Monday, July 24, 2006 11:59 AM
Subject: The Villas of Hatteras Landing
Gentlemen,
I received a phone call from Della Robbins of the NCDE&NR, DWQ, regarding the renewal of the
Stormwater Permit for the Villas of Hatteras Landing,
In March of 2006, we faxed a copy of the original engineer's certification by Bill Gilbert, Iil, P.E., to Al
Hodge of the DWQ and to Tom Lyon. The original certification must be attached to the permit renewal
application. It was our understanding that the renewal application would be executed by Tom's staff, the
renewal fee paid by the owners and the renewal application would be sent to the DWQ, directly from
TWH&R. DWQ has not received the renewal application.
If we can be of any assistance in the preparation of this renewal application, please let us know.
Sincerely,
Quible & Associates, P.C.
Joseph J. Anlauf, P.E.
1 of 1 8/25/2006 12:55 PM

Hatteras Holiday Inn Express - The Villas of Hatteras Landing
Subject: Hatteras Holiday Inn Express - The Villas of Hatteras Landing
From: "Joe Anlauf, P.E." <[e-mail]>
Date: Fri, 25 Aug 2006 08:43:04 -0400
To: <[e-mail]>
CC: <[e-mail]>
Delia,
Thank you for sending out new copies of the permit renewal forms. I have forwarded those forms via fax
to Tom Lyons of Tidewater Hotels & Resorts, for execution and fee payment.
Sincerely,
Quible & Associates, P.C.
Joseph J. Anlauf, P.E.
1 of 1 8/25/2006 12:55 PM

The Villas of Hatteras Landing
Subject: The Villas of Hatteras Landing
From: "Joe Anlauf, P.E." <[e-mail]>
Date: Fri, 21 Jul 2006 09:04:57 -0400
To: <[e-mail]>
CC: <[e-mail]>
Della,
I was able to look back into our files and found where I had sent a copy of the original design certification
of the stormwater system by Bill Gilbert, P.E., dated 6/27/06, to A! Hodge via fax on 3/20/06.
We also sent a copy of the certification to Mr. Tom Lyon of Tidewater Hotels & Resorts to be attached with
the renewal form. After reviewing the file, my recollection is that Tidewater Hotels & Resorts were to
execute the renewal form, pay the fee and attach the original copy of the engineer's certification.
I will check into the status of this renewal form and let you know what I find out.
Sincerely,
Quible & Associates, P.C.
Joseph J. Anlauf, P.E.
1 of 1 7/21/2006 11:44 AM

l.,
Type.... Tc Calcs Page 2.0101
Name.... SUBAREA 10
File.... G:\LNR\406005\LNR\Stormwater\Pond Pack\NEW RUNS\BBH POST 2.ppw
TIME OF CONCENTRATION CALCULATOR
Segment#1: Tc: User.Defined.
' Segment 01 Time: 0a33'h,r5,
--------------------------------------------------------------------------
.°
-------------------------
Total Tc: .0833 hr.s
S/N: ADYXYWJ3JNBA
Pori dpack:(10.00.016.00)
9:51 AM
ARCADIS
5/26/2006

State of North Carolina
Department of Environment,
Health and Natural Resources
Washington Regional Office
James B. Hunt, Jr., Governor
Jonathan B. Homes, Secretary
DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
December 11, 1995
Tidewater Inn Management
Attn: Mr. Thomas J. Lyons, Jr.
P.O. Box 718
Virginia Beach, Virginia 23451
Subject: Permit No. SW7951008
The Inn at Hatteras Village
High Density Stormwater Project
Dare County
Dear Mr. Lyons:
The Washington Regional Office received the completed
Stormwater Application for the subject project on December 6, 1995.
Staff review of the plans and specifications has determined that
the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW7951008 dated December 11, 1995 to Tidewater Inn
Management.
This permit shall be effective from the date of issuance until
December 11, 2005, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements. in this permit. Failure
to establish an adequate system for operation and maintenance of
the stormwater management system will result in future compliance
problems.
If any parts, requirements,
permit arel unacceptable, you h
adjudicatory hearing upon written
following receipt of this permit.
of a written petition, conformin
Carolina General Statutes, and
Administrative Hearings, P.O. Draw
Unless such demands are made t
binding.
g
or limitations contained in this
ave the right to request an
request within thirty (30) days
This request must be in the form
to Chapter 150B of the North
filed with the Office of
er 27447, Raleigh, NC 27611-7447.
his permit shall be final and
Telephone [phone] FAX [phone]
50% recycled / 10% post -consumer paper
1424 Carolina Avenue, Washington, NC 27889 .
An Equal Opportunity Affirmative Action Employer

Tidewater Inn Management
December 11, 1995
Page Two
�._ -If you have any questions, or need additional information
concerning this matter, please contact Bill Moore at (919) 946-
6481, extension 264.
Sincerely,
oR ger K Thorpe
Water Quality Supervisor
Washington Regional Office
cc: Quible & Associates
D e County Inspections
ashington Regional Office
Central Files

State Stormwater Management Systems
Permit No. SW7951008
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL MANAGEMENT -
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143,
General Statutes of North Carolina as amended, and other applicable
Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Tidewater Inn Management
Dare County
FOR THE
construction, operation and maintenance "of stormwater management
systems in compliance with the provisions of 15A NCAC 2H.1000
(hereafter referred to as the "stormwater rules") and the approved
stormwater management plans and specifications and other supporting
data as attached and on file with and approved by the Division of
Environmental Management and considered a part of this permit for
The Inn at Hatteras Village, Hatteras, N.C.
This permit shall be effective from the date of issuance until
December 11, 2005, and shall be subject to the following specified
conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and
volume of stormwater described in the application and other
supporting data.
2. This stormwater system has been approved for the management of
stormwater runoff as described on pages 4 and 5 of this
permit, the Project Data Sheet(s).
3. Approved plans and specifications for this project are
incorporated by reference and are enforceable parts of the
permit.
3

DIVISION OF ENVIRONMENTAL MANAGEMENT
PROJECT DATA
Project Name: The Inn at Hatteras Village
Permit Number: SW7951008
Location: Dare County
Applicant: Tidewater Inn Management
Mailing Address: P.O Box 718
Virginia Beach
Virginia 23451
Application Date: 10/26/95 original
12/6/95 completed
Water Body Receiving
Stormwater Runoff: Pamlico Sound
Classification of
Water Body: SA
Pond Depth: 1.75 feet
Permanent Pool
Elevation: N/A
Total Impervious
Surfaces Allowed: 75,851 square feet
Offsite Area
Entering Pond: N/A
Required Storage
Volume: 9,481 cubic feet
4

Provided Storage
Volume: 17,521 cubic feet
Controlling Orifice: 6.75 overflow elev.
4. No homeowner/lot owner/developer shall be allowed to fill in,
alter, or pipe any vegetative practices (such as swales) shown
on the approved plans as part of the stormwater management
system without submitting a revision to the permit and
receiving approval from the Division.
5. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size
b. Project name change
C. Transfer of ownership
d. Redesign or addition to the approved amount of built -upon
area
e. Further subdivision of the project area.
In addition, the Director may determine the other revisions to
the project should require a modification to the permit.
6. The Director may notify the permittee when the permitted site
does not meet one or more of the minimum requirements of the
permit. Within the time frame specified in the notice, the
permittee shall submit a written time schedule to the Director
for modifying the site to meet minimum requirements. The
permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have
been made.
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for
construction and maintenance of the stormwater management
system.
a. The stormwater management system shall be constructed in
its entirety,. vegetated and operational for its intended
use prior to the construction of any built -upon surfaces
except roads.
b. During construction, erosion shall be kept to a minimum
and any eroded areas of the system will be repaired
immediately.
2. The facilities must be properly maintained and operated at all
times. The approved Operation and Maintenance Plan must be
followed in its entirety and maintenance must occur at the
scheduled intervals.
6i

3. The permittee shall at all times provide the operation and
maintenance necessary to assure the permitted stormwater
system functions at optimum efficiency including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months)
b. Sediment removal
C. Mowing and revegetation of side slopes
d. Immediate repair of eroded areas
e. Maintenance of side slopes in accordance with approved
plans and specifications
f. Debris removal and unclogging of outlet structure,
orifice device and catch basins and piping.
4. Records of maintenance activities must be kept and made
available upon request to authorized personnel of DEM. The
records will indicate the date, activity, name of person
performing the work and what actions were taken.
5. This permit shall become voidable unless the facilities are
constructed in accordance with the conditions of this permit,
the approved plans and specifications, and other supporting
data.
6. Upon completion of construction and prior to operation of this
permitted facility, a certification must be received from an
appropriate designed for the system installed certifying that
the permitted facility has been installed in accordance with
this permit, the approved plans and specifications, and other
supporting documentation. Mail the Certification to the
Washington Regional Office, 1424 Carolina Avenue, Washington,
North Carolina, 27689, attention Water Quality Section.
7. A copy of the approved plans and specifications shall be
maintained on file by the Permittee for a minimum of five
years from the date of the completion of construction.'
III. GENERAL CONDITIONS
1. • This permit is not transferable. In the event there is a
desire for the facilities to change ownership, or there is a
name change to the Permittee, a formal permit request must be
submitted to the Division of Environmental Management
accompanied by an application fee, documentation from the
parties involved, and other supporting materials as may be
appropriate. The approval of this request will be considered
on its merits and may or may not be approved.
2. Failure to abide by the conditions and limitations contained
in this permit may subject the Permittee to enforcement action
by the Division of Environmental Management, in accordance
with North Carolina General Statute 143-215.6(a) to 143-
215.6(c).
6

3. The issuance of this permit does not preclude the Permittee
from complying with any and all statutes, rules, regulations,
or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform
satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as
the construction of additional or replacement stormwater
management systems.
5. The permit may be modified, revoked and reissued or terminated
for cause. The filing of a request for a permit modification,
revocation and reissuance or termination does not stay any
permit condition.
Permit issued this the llth day of December, 1995.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston howara, Jr., P.E., Ulrector
Division of Environmental Management
By Authority of the Environmental Management Commission
Permit Number SW7951008
7

' The Inn at Hatteras Village
Dare County
Stormwater Permit No. SW7951008
Designer's Certification --'
I, , as a duly
registered Professional Engineer in the State of North Carolina,
having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner)
hereby state that to the best of my abilities, due care and
diligence was used in the observation of the project construction
such that the construction was observed to be built within
substantial compliance and intent of the approved plans and
specifications.
Signature
Registration Number
Date
8

Quible
Quible & Associates, P.C.
ENGINEERS • ENVIRONMENTALISTS • SURVEYORS • LANDSCAPE ARCHITECTS • PLANNERS
SINCE 1959
November 2, 1995
Mr. Bill Moore
North Carolina Department of Environment,
Health and Natural Resources
Division of Environmental Management
Water Quality Section
1424 Carolina Ave.
Washington, North Carolina 27889-2188
RECEIVED
='f�L lir�wTOl�! OFFICE
i I [r!0 hT 0 1095
viS?:a
I
P.C. Drawor 870
Kitty Hawk, NC 27949
Phone: [phone]
Fax: Q19.26i-1260
PRINCIPALS
H.W. Bill Gllbert. III. P.E.
Joseph S, Lassiter, S,E.S.
Williom C. Owen, R.L.S.
F. Richard 9uible, P.E., R.L.S.
ASSOCIATES
Sean C. Boyle, P.E.
EduardoJ, VOIdIVIeSa, P.E.
Re: Stormwater Management Plan for The Inn at Hatteras Village, located in
Hatteras Village, Dare county, North Carolina
Dear Mr. Moore:
Please find enclosed two copies of Drawings 1 (Cover Sheet), 2 (Site Plan), 3
(Grading and Drainage Plan) and 8 (Stormwater Drainage Details) that detail
the stormwater management plan for the project. Also enclosed is a North
Carolina stormwater Management Permit Application and an application fee check
for $385.00.
The Inn at Hatteras Landing will consist of a 72 room hotel with a 2 bedroom
employee apartment. A total of 112 parking spaces are proposed to service the
facility. storm flows from the parking and landscaped areas will be directed,
via surface flows, to the retention pond. Storm flows from the roof areas of
the hotel and the pool decks will be collected in storm drainage pipes and
piped to the retention pond. site coverage calculations, as shown on the
Grading and Drainage Plan, are summarized below:
Description Existing
Proposed
Total
Impervious
Impervious
(SF)
Surface (SF)
Surface (SF)
1. Parking/Drive 0
51,313
51,313
(Includes conc.
walks, decks, & flumes)
2. Buildings 0
24,538
24,538
(Includes covered decks)
Total Impervious Coverage
(-75,851 SF
Total Site Area
141,042.23 SF
% of Impervious Coverage
39.70%
The retention pond was sized to hold, at a minimum, the first 1 1/2" of rain.
Total retention requirements for a 1 1/2" rainfall is calculated as follows:

A x D = V where
A = area of impervious surface in square feet
D = depth of 1 1/2" in feet (.1251)
V = required storage in cubic feet
A x D = V
75,851 SF x 0.125=(9,481 CF
The retention pond's storage capacity at the permanent pool elevation (6.00)
is calculated by computing the average area between the 5' and 61, then
multiplying by the pond depth of 1.00 feet. The storage volume (V) at the
permanent pool elevation is computed by the following:
V = (Area (at 5' contour) + Area (at 6' contour))/2 x depth
V = (8,900 + 10,149/2) x 1
V = 9,524 CF
Total storage required "=-_9481 CF
Total storage provided (at permanent pool elev.) �524 CF
The invert on the pond overflow structure, as indicated on the drawings, is
set at elevation 6.75. This will allow for a total pond -storage capacity of
-177521 CF. The total pond storage capacity is calculated as follows:
V = (Area (at 5' contour) + Area (at 6.75' contour))/2 x depth
V = (8,900 + 11,124/2) x 1.75
� 1�7, 521 CF
Total pond storage capacity (17,521 CF) minus required storage capacity (9,524
CF) equals 7,997 CF of excess storage capacity. This equates to an additional
ri—.26" of rainfall on the impervious surfaces that will be retained on -site.
Due to this extra storage volume (total storage is approximately twice the
required volume) and the high infiltration rate and hydraulic conductivity of
the soils, we are not proposing a "bypass" system for the runoff above the
first 1 1/2" of rainfall. Once the stormwater exits the pond, the stormwater
will surface flow along a 30, vegetated buffer before reaching the adjacent
wetlands.
Also enclosed with this application is copy of the text portion of a Hydraulic
Soil Report done by Soil & Environmental Consultants, Inc. dated March 1,
1991, revised October 4, 1995. This report addresses the soil characteristics
and water table depth. A memorandum from Joe Lassiter of our firm is also
included which addresses his findings of water table depth.
If you have any questions or require additional information, please don't
hesitate to call.
Sincerely,
Quible and A
ssoc
iates, P.C.
Sean C. Boyle- , P.E.
enc: As stated
cc: Tidewater Inn Management

Soil & Environmental ConsItauntsr Inc.
244 west Miiibtook Road a Raleigh, north Carolina 27609 ■ [phone] E Fax (919) 846,9467
HYDRAULIC CHARACTERISTICS OF THE SOILS
AND SHALLOW AQUIFER AT THE
PROPOSED HATTERAS LANDING PROJECT
DARE COUNTY, NORTH CAROLINA
March 1,1991
Revised October 4,1995
On November 15,16,17 and 18, 1990, Mr. Kevin Martin (Certified Professional
Soil Scientist) and James Beeson evaluated the hydraulic characteristics of the
soils and shallow unconfined aquifer on the property. The property is located
adjacent to the Hatteras Ferry and NC Hwy. 12. The purpose of this evaluation
was to determine the hydraulic conductivity of the saturated zone and
transmissivity of the shallow unconfined aquifer so that this data could be used
to determine potential mounding beneath an on -site subsurface wastewater
treatment system. The system is expected to receive 21,700 gallons per day of
sewage effluent. The following is a brief report of the methods utilized in this
evaluation and the results obtained. There will actually be two different systems
serving two different facilities, but due to their proximity we have treated them
as one system for the purpose of this report
Soil Descriptions
Soil auger borings were made to identify soil textures and to determine if
restrictive horizons occur on the site. Borings were performed at the locations
shown on the attached blue prints, Descriptions are attached in Appendix 1 of
this report for each boring site in the form of hard -written logs. Soils
in the areas examined have sandy bextures. Such soils can be permitted for
conventional septic systems by the county with a loading rate of .8 to 1.2 gpd/ ft2
on a trench bottom area basis or for a Low Pressure Pipe system with a loading
rate of .4 to .6 gpd/ft2 on an area basis. These loading rates are taken from 10
NCAC 10A.1900 (Laws and Rules for Sanitary Sewage Collection, Treatment and
Disposal). This system will employ Low Pressure distribution.
The area of the proposed system is shown on blue prints provided to you by
Quible & Associates. The potentially "restrictive" layer found on -site by Dr.
Uebler was not found in any other location on -site, this is discussed in more
detail later in this report Soil suitability evaluations as per current DEH
Soil/Site Evaluation ■ Mapping and Physical Analysis ■ Wetlands Mapping and Mitigation ■ Environmeptal Audits
On -Site Waste Treatment Systems, Evaluation and Design
7n 7nHA L9069vesls TZMT QRFUNA/AT

regulations were performed on -site previously by the county health department
and later by Dr. Uebler.
Transmissivity .;
Transmissivity of the saturated zone was determined using a multiple well
drawdown test. One pumping well and six observation wells were used (see
blueprints for well locations). The methods used in these measurements were
similar to those described in Theory of Aquifer Tests, U.S. Geological Survey
Water -Supply Paper 1536-E: pp. 91-100.
Based on our previous experience on predicting mounding, we located the most
restrictive area from a soils and hydraulic standpoint and performed an 8 hour
drawdown test with a constant discharge rate of 4gpm. Measurements were
made as shown in the attached field log (see Appendix 2).
The pumping test was performed in the area where Dr. Uebler and others had
found what might be a restrictive horizon. This horizon was at 5 to 6 feet below
land surface and was made up of a darkly stained sand. It did not appear to be
a "marsh mat" like those commonly found on the Outer Banks beneath'old fill
areas or naturally deposited dunes. Such layers are sometimes present due
to the islands migration toward the mainland during which it migrates over the
sound side marshes containing organic surfaces. The "organic" layers are
usually level bedded (at the same elevation) and act as aquitards.
We actually attempted to use the very same auger hole that Dr. Uebler made at
this site for our pumping well but could not "force" the well down. However,
we then moved over several feet and easily installed a pumping well and four
observation wells 'a little over 6' below land surface (see blueprints for locations).
The potential restrictive'layer was not observed in any of these wells in this area
or in any of the other well borings on the site (for locations see blueprints). This
suggests that the layer encountered was isolated to that one hole and could have
been a partially decomposed log, stump, etc.
The actual measurements, graphs, curve matches and calculations for the pump
test are attached in Appendix 3 of this report. I should that note even though the
aquifer thickness may be as much as 60' to 80' or more we chose to evaluate the
upper. 5 or 6 feet since only the shallow part of the aquifer will respond to the
additions of wastewater even though no restrictive layer is present
The effective transmissivity for the upper 5 feet of the aquifer was determined to
be about 500ft2/d,(see data curves and calculations in Appendix 3 of this report).
This meansthatthe.hydraulic conductivity is about 100ft/day. These numbers
are in the range of{those;normally found in similar areas. If one used the entire -
thickness of the aquifer (about 60') at of 6000ft2/day would result. The lower T

value presented is probably a more appropriate number considering the purpose
of this report because we are dealing with the reaction of the upper part of the
aquifer. This lower value was used in predicting the mounding for the
drainfields.
Boulton type curves were matched with plots of drawdown (ft) versus t/r2 for
two observation wells (TW2 and TW4) which were approximately 5' and 10'
from the pumping well (see blueprints). This was necessary since the test
initially "behaved" as a confined aquifer, passed through a "delayed yield"
phase, and then began to behave.as a unconfined aquifer near the end.
Therefore, this type curve matches are inappropriate. This "switching" in the
"behavior" of the aquifer is commonly observed in barrier island pump tests.
Also attached in Appendix 4 is a Jacob "distance drawdown" graph for
data from the same two wells (TW2 and TW4) and associated calculations which
also resulted in a transmissivity of about 500ft2/d. Using both methods of
analysis of drawdown data serves as a check (i.e. if the two show drastically
different results something is wrong with the analysis or collection of data).
Seasonal High Water Table
Two methods were used to determine the seasonal high position of the water
table. The first employed the use of the "Fetter Water Table Equation" for
predicting water table heights beneath Oceanic islands (reference Applied
Hydrogeology by C.W. Fetter, Jr.,1980, .pages 144-146). The second involved the
installation and monitoring of two monitoring well networks which transected
the island (see blueprints).
The calculations in Appendix 5 for the Fetter Equation show that the predicted
average position of the water table in the center of the island would be about
1.06 feet above the level in the sound. This predicted average position is lower
than the actual water level observations made on -site, which suggests that our
measurements were made during a period of above normal water table levels.
Because the measurements are not drastically higher than predicted
average position of the water table, this supports the other evidence that there is
not a restrictive horizon beneath the proposed drainfiield area.
Water level observations and. fluctuation are shown in tabular form in Appendix
6 of this report and graphically on the attached blueprints. Also attached are
readings on 'the tide gauges which reflect tidal fluctuations and cwn be compared
to water levels in the monitoring wells with respect to time.
In general, the water levels in the wells did not respond to fluctuations in tidal
levels during a 36 hour observation period with the exception of well #8 which

was installed in the edge of a tidally flooded marsh. In fact, while the tide
constantly rose due to a 20 to 30 mph constant wind from the northeast, many of
the wells dropped slightly over time. This along with the data collected from the
wells on 11/30/90 by Quible & Associates (see Appendix 6 and blueprints)
tends to indicate that little tidal effect exists beneath the proposed drainfiield.
It is interesting to note that when the 11/30/90 Quible data is plotted graphically
verses our data from 11/15/90 a distinct pattern appears (see blueprints). Our
data shows a constant water level slope from the primary dunes toward the
sound while the Quible data indicates the expected normal shape of the water
table beneath the island (i.e. higher in the center and sloping both toward the
sound and the ocean). This suggests that our readings were made shortly after a
significant rainfall event since the levels are highest in elevation beneath the
areas with the thickest unsaturated zone (i.e. the dunes). A copy of the
Hatteras rainfall records indicates that a 24 hour rainfall event of 3" occurred a
week before our work on November 9 and 10,1990 (see Appendix 7).
It should be noted that due to the nature of the uncoated sands in these areas the
seasonal high position of the water table cannot be determined by the evaluation
of soil color. It must be examined during expected high positions. The'water
levels observed on -site should be assumed'to be seasonal high positions since
these measurements were taken in early winter when evapotranspiration is low,
one week after a 3" rainfall event and before, during and after a 20-30 mph
strong northeast wind which caused the water level in the sound to stand
constantly at a level of 1 to 1.5' above normal for 24 to 36 hours. Due to the close
proximity of the site to the sound and recent weather conditions in the area prior
to and during our measurements, we believe they are a good approximation of
the seasonal high stand of the water table. However, to again be conservative, in
our recommendations based on our mounding model, we allow for .2' rise above
and the levels observed and the mounding predicted when determining
minimum elevation required to maintain minimum separation between trench
bottoms and the water table.
Mounding
Using the measured values described above and using the inputs shown on
Table 1, various approaches were made to predict the mound which would
develop under the system(s). The systems were assumed to be rectangular for
the purposes of the model, but total square footage of drainfield is
approximately equal to that proposed. Several different scenarios were
examined, but only the most realistic will be discussed in this report In all cases
it was assumed that only the upper 5 to 6 feet of the aquifer responded and that
the water table remained at its seasonal high position year round.
t' r! t
4tR�;!!!'�y.�F�ix�!��:y.;�r..,,�:,•..�..,t.��:�-:•:-.r.�..�<•5•.�i .-r,:f1��."7�%^.. __: >.^'2',':"?J,!��ar,.n- .. ._._.._.

The computer model used for predicting mounding beneath a rectangular basin
with a constant recharge rate was version 3.0 of the Colorado State University
Program CSUPAW Well and Pit This program was developed by D. Moulden,
D. Sunada and J. Warner. A journal article describing the program was
published in Groundwater Vol. 22, Number 1, Jan -Feb 1984. The
microcomputer uses Glover's Solution with consideration for Hantush's better
means of evaluating this solution by integration by parts. The Division of
Environmental Management, Groundwater Section often uses this model to
predict mounding beneath large on -site wastewater systems and for stormwater
infiltration basins.
The proposed layout of active and repair areas shown on the blue prints
submitted by Quible Associates dated 9/21/95, shows an alternation of system
and repair areas. This will tend to minimize mounding as compared to
concentrating all of the system in one area, so this approach is recommended.
However for the'sake of modelling mounding beneath the systems we chose to
use a scenario where Field 2A, Repair 2A, Field 2B and Repair 2B were treated as
one active drainfield. The mounding predicted by such treatment will be
somewhat worse than that which will actually occur utilizing the alternating
system and repair design proposed. Therefore, like all other assumptions in this
report, this is a conservative approach Repair Area 1D, Field 1D, Repair Area
1C and Field 1C is also modelled, but is treated as an independent system due to
its distance from Field 2A and 2B. We believe this approach best reflects the
proposed wastewater application methodology on -site...
Figure 1. shows the resultant mound developed beneath Field 2A, Repair 2A,
Field 2B and Repair 2B and at steady state after 3 years of daily application of
.5gpd/ft2 (13,020gpd over 26,040ft2). This graph shows that a mound would
develop 1.0' above the existing water table.
The mounding beneath Repair 1D, Field 1D, Repair 1C and Field 1C is shown in
Figure 2. Figure 2 assumes a .5gpd/ft2 loading rate (8,903gpd over 17,805ft2)
and indicates that a mound would develop to a maximum height 1.3' above the
existing water table.
Conclusions and Recommendations
Based on the findings stated above the following treatment for the drainfields is
suggested:
A.
The state requires a separation of 2' between the trench bottom and
the predicted mound height for all drainfields. Assuming a trench
depth of 12" (6" cover and 6" gravel), the proposed drainfields in
Active Areas 2A, 2B, 2C and 2D should be brought up to a uniform
elevation of at least 7.0'. To round these numbers off and allow for

an on "safety Iactor" it would be simpler to bring the land
surfice elevations up to 7.51.
Similarly Field 1A, 1B, 1C and 1D should be brought up to a
uniform landsurface elevation of at least 7.3.
These final elevations were determined using our predicted "high"
water table elevation of 2.8' above MSL, adding the 0.2' "safety
factor" for natural water rise, adding the predicted mound height
adding the 2' separation from the trench bottom and adding 1' to
allow for installation of an LPP trench.
B. The original elevations across the proposed system areas varied
and contained areas well above' 8' MSL, so it was possible to "even"
the proposed drainfield areas out to the recommended elevations.
Attempting to install a system in the original topography would be
difficult and would likely result in ("seepage") effluent surfacing in
the lower areas. If done carefully the "leveling" of the
drainfields should not affect the hydraulic characteristics of the soil
or shallow aquifer. This is mainly due to the fact that a "Pile of
wind blown sand" such as that present at this site is structure -
less and moving it around, whether by wind naturally
or by equipment has little or no effect on its physical or chemical
nature.
`6
f
fo
v

IL
j.
TABLE 1.
INPUT DATA FOR MOUNDING UNDER WASTEWATER SYSTEM
Field 2A, Repair 2A,
Field 2B, Repair 2B
Repair 1D, Field 1D,
Repair 1C, field 1C
1. Recharge Rate ft day)__*0.067
2 Transmissivi s ft da
500
same
3. Specific Yield . - -
.20
same
4. Beginning Time (days)
Final.Time (days)....,.. :
Time Increment (days)
30
1080------'
30
same
same
same
5. End of Recharge Period (days)
1090
same
6. Beginning Distance (ft)
Final Distance (ft)
Distance Increment ft
0
250
25
same
350
same
7. Depth to Water ft
**5
**same
8. Angle from X - Axis de
0
same
9. Distance to Stream fk
250
350
10. Calculate Mound Profile
yes
yes '
11. Calculate Discharge to Stream
no
no
12. Basin Width(ft.)
186
160
13. Basin Len ft
140
111
*At .5 gpd/ ft.2 Loading Rate, Recharge Rate .067 ft/day;.
"This not actual depth; it is -assumed. If water table reaches surface in model it .
shuts down, 'so a deep depth is assumed.and..the resultant mound height is _
added to the estimated seasonal high-water table elevation in order to determine _
final trench bottom elevations required.
3 •y{{'t `.� % `�a .� i XM1 %Il t7ikF i�i}. rbsyRS•�_�' �� 1 I is 1 L
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13.: tr; LY �§�t„i�� �„� •��•'.ti '! �(:1 � x' n' sl:., � i�l:, ':r ``S��i >���' !. •,: 1 •if Y�+' r ��,. t i � ;ir L y1G •..or µ; il, F • I,tf 'r �
sk
/ y'Lj 7r•�w, p j � F vt
~�+'��'�?y'�'t��TW 1. �i •Yfr-.�r y.:� IS � ��t A){ -I'. �IY I. �4'u :t aYl.�r �f'k 7' �� 5.��{i -:,}I
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a k.
Soil & E en1 Consul tan#s Inc.
244 west Millbrook Road n Raleigh, North Carolina 27609 ■ [phone] ■ Pax [phone]
HYDRAULIC CHARACTERISTICS OF THE SOILS
AND SHALLOW AQUIFER AT THE
PROPOSED HATTERAS LANDING PROJECT
DARE COUNTY, NORTH CAROLINA
March 111991
Revised October 4,1995
On November 15,16,17 and 18, 1990, Mr. Kevin Martin (Certified Professional
Soil Scientist) and James Beeson evaluated the hydraulic characteristics of the
soils and shallow unconfined aquifer on the property. The property is located
adjacent to the Hatteras Ferry and NC Hwy. 12. The purpose of this evaluation
was to determine the hydraulic conductivity of the saturated zone and
transmissivity of the shallow unconfined aquifer so that this data could be used
to determine potential mounding beneath an on site subsurface wastewater
treatment system. The system is expected to receive 21,700 gallons per day of
sewage effluent. The following is a brief report of the methods utilized in this
evaluation and the results obtained. There will actually be two different systems
serving two different facilities, but due to their proximity we have treated them
as one system for the purpose of this report
Soil Descriptions
Soil auger borings were made to identify soil textures and to determine if
restrictive horizons occur on the site. Borings were performed at the locations
shown on the attached blue prints, Descriptions are attached in Appendix 1 of
this report for each boring site in the form of hand-written logs. Soils
in the areas examined have sandy textures. Such sails can be permitted for
conventional septic systems by the county with a loading rate of .8 to 1.2 gpd/ft2
on a trench bottom area basis or for a Low Pressure Pipe system with a loading
rate of .4 to .6 gpd/ftZ on an area basis. These loading rates are taken from 10
NCAC 10A.1900 (Laws and Rules for Sanitary Sewage Collection, Treatment and
Disposal). This system will employ Low Pressure distribution.
The area of the proposed system is shown on blue prints provided to you by
Quible & Associates. The potentially "restrictive" layer found on -site by Dr.
Uebler was not found in any other locabion on -site, this is discussed in more
detail later in this report Soil suitability evaluations as per current DEH
Soil/Site Evaluation ■ Mapping and Physical Analysis ■ Wetland~ Mapping and Mitigation ■ Environmotal Audits
On -Site Waste Treatment Systems, Evaluation and Design
Z0 39bd L906908616 iZ:01 9661/90/01

regulations were performed on -site previously by the county health department
and later by Dr. Uebler.
Transmissivi
Transmissivity of the saturated zone was determined using a multiple well
drawdown test One pumping well and six observation wells were used (see
blueprints for well locations). The methods used in these measurements were
similar to those described in Theory of Aquifer Tests, U.S. Geological Survey
Water -Supply Paper 1536-E: pp. 91-100.
Based on our previous experience on predicting mounding, we located the most
restrictive area from a soils and hydraulic standpoint and performed an 8 hour
drawdown best with a constant discharge rate of 4gpm. Measurements were
made as shown in the attached field log (see Appendix 2).
The pumping best was performed in the area where Dr. Uebler and others had
found what might be a restrictive horizon. This horizon was at 5 to 6 feet below
land surface and was made up of a darkly stained sand. It did not appear to be
a "marsh mat" like those commonly found on the Outer Banks beneath'old fill
areas or naturally deposited dunes. Such layers are sometimes present due
to the islands migration toward the mainland during which it migrates over the
sound side marshes containing organic surfaces. The "organic" layers are
usually level bedded (at the same elevation) and act as aquitards.
We actually attempted to use the very same auger hole that Dr. Uebler made at
this site for our pumping well but could not "force" the well down However,
we then moved over several feet and easily installed a pumping well and four
observation wells a little over 6' below land surface (see blueprints for locations).
The potential restrictive layer was not observed in any of these wells in this area
or in any of the other well borings on the site (for locations see blueprints). This
suggests that the layer encountered was isolated to that one hole and could have
been a partially decomposed log, stump, etc.
The actual measurements, graphs, curve matches and calculations for the pump
test are attached in Appendix 3 of this report. I should that note even though the
aquifer thickness may be as much as 60' to 80' or more we chose to evaluate the
upper 5 or 6 feet since only the shallow part of the aquifer will respond to the
additions of wastewater even though no restrictive layer is present
The effective transmissivity for the upper 5 feet of the aquifer was determined to
be about 500ft2/d (see data curves and calculations in Appendix 3 of this report).
This means that the _hydraulic conductivity is about 100ft/day. These numbers
are in the range of those'normally found in similar areas. If one used the entire
thickness of the a uifer. about 60' a T of 6000ft2 day would result The lower T
q ( } / Y
2 .
'
�} yf � •,t � ��tyjµ 'ice I.� Y��� �y}��^
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value presented is probably a more appropriate number considering the purpose
of this report because we are dealing with the reaction of the upper part of the
aquifer. This lower value was used in predicting the mounding for the
drainfields.
Boulton type curves were matched with plots of drawdown (ft) versus t/rz for
two observation wells (TW2 and TW4) which were approximately 5' and 10'
from the pumping well (see blueprints). This was necessary since the test
initially "behaved" as a confined aquifer, passed through a "delayed yield"
phase, and then began to behave as a unconfined aquifer near the end.
Therefore, this type curve matches are inappropriate.- This "switching" in the
"behavior" of the aquifer is commonly observed in barrier island pump tests.
Also attached in Appendix 4 is a Jacob "distance drawdown" graph for
data from the same two wells (TW2 and TW4) and associated calculations which
also resulted in a transmissivity of about 500ft2/d. Using both methods of
analysis of drawdown data serves as a check (i.e. if the two show drastically
different results something is wrong with the analysis or collection of data).
Seasonal High Water Table
Two methods were used to determine the seasonal high position of the water
table. The first employed the use of the "Fetter Water Table Equation" for
predicting water table heights beneath Oceanic islands (reference Applied
Hydrogeology by C.W. Fetter, Jr.,1980, -pages 144-146). The second involved the
installation and monitoring of two monitoring well networks which transected
the island (see blueprints).
The calculations in Appendix 5 for the Fetter Equation show that the predicted
average position of the water table in the center of the island would be about
1.06 feet above the level in the sound. This predicted average position is lower
than the actual water level observations made on -site, which suggests that our
measurements were made during a period of above normal water table levels.
Because the measurements are not drastically higher than predicted
average position of the water table, this supports the other evidence that there is
not a restrictive horizon beneath the proposed drainfield area.
Water level observations and fluctuation are shown in tabular form in Appendix
6 of this report and graphically on the attached blueprints. Also attached are
readings on the tide gauges which reflect tidal fluctuations and can be compared
to water levels in the monitoring wells with respect to time.
In general, the water levels in the wells did not respond to fluctuations in tidal
levels during a 36 hour observation period with the exception of well #8 which

was installed in the edge of a tidally flooded marsh. In fact, while the tide
constantly rose due to a 20 to 30 mph constant wind from the northeast, many of
the wells dropped slightly over time. This along with the data collected from the
wells on 11/30/90 by Quible & Associates (see Appendix.6 and blueprints)
tends to indicate that little tidal effect exists beneath the proposed drainfield.
It is interesting to note that when the 11/30/90 Quible data is plotted graphically
verses our data from 11/15/90 a distinct pattern appears (see blueprints). Our
data shows a constant water level slope from the primary dunes toward the
sound while the Quible data indicates the expected normal shape of the water
table beneath the island (Le. higher in the center and sloping both toward the
sound and the ocean). This suggests that our readings were made shortly after a
significant rainfall event since the levels are highest in elevation beneath the
areas with the thickest unsaturated zone (i.e. the dunes). A copy of the
Hatteras rainfall records indicates that a 24 hour rainfall event of 3" occurred a
week before our work on November 9 and 10, 1990 (see Appendix 7).
It should be noted that due to the nature of the uncoated sands in these areas the
seasonal high position of the water table cannot be determined by the evaluation
of soil color. It must be examined during expected high positions. The water
levels observed on -site should be assumed'to be seasonal high positions since
these measurements were taken in early winter when evapotranspiration is low,
one week after a 3" rainfall event and before, during and after a 20-30 mph
strong northeast wind which caused the water level in the sound to stand
constantly at a level of 1 to 1.5' above normal for 24 to 36 hours. Due to the close
proximity of the site to the sound and recent weather conditions in the area prior
to and during our measurements, we believe they are a good approximation of
the seasonal high stand of the water table. However, to again be conservative, in
our recommendations based on our mounding model, we allow for .2' rise above
and the levels observed and the mounding predicted when determining
minimum elevation required to maintain minimum separation between trench
bottoms and the water table.
Mounding
Using the measured values described above and using the inputs shown on
Table 1, various approaches were made to predict the mound which would
develop under the system(s). The systems were assumed to be rectangular for
the purposes of the model, but total square footage of drainfiield is
approximately equal to that proposed. Several different scenarios were
examined, but only the most realistic will be discussed in this report. In all cases
it was assumed that only the upper 5 to 6 feet of the aquifer responded and that
the water table remained at its seasonal high position year round.
4'

The computer model used for predicting mounding beneath a rectangular basin
with a constant recharge rate was version 3.0 of the Colorado State University
Program CSUPAW Well and Pit. This program was developed by D. Moulden,
D. Sunada and J. Warner. A journal article describing the program was
published in Groundwater Vol. 22, Number 1, Jan -Feb 1984. The
microcomputer uses Glover's Solution with consideration for Hantush's better
means of evaluating this solution by integration by parts. The Division of
Environmental Management, Groundwater Section often uses this model to
predict mounding beneath large on -site wastewater systems and for stormwater
infiltration basins.
The proposed layout of active and repair areas shown on the blue prints
submitted by Quible Associates dated 9/21/95, shows an alternation of system
and repair areas. This will tend to minimize mounding as compared to
concentrating all of the system in one area, so this approach is recommended.
However for the sake of modelling mounding beneath the systems we chose to
use a scenario where Field 2A, Repair 2A, Field 2B and Repair 2B were treated as
one active drainfield. The mounding predicted by such treatment will be
somewhat worse than that which will actually occur utilizing the alternating
system and repair design proposed. Therefore, like all other assumptions in this
report; this is a conservative approach. Repair Area 1D, Field 1D, Repair Area
1C and Field 1C is also modelled, but is treated as an independent system due to
its distance from Field 2A and 2B. We believe this approach best reflects the
proposed wastewater application methodology on -site...
Figure 1. shows the resultant mound developed beneath Field 2A, Repair 2A,
Field 2B and Repair 2B and at steady state after 3 years of daily application of
.5gpd/ft2 (13,020gpd over 26,040ft2). This'graph shows that a mound would
develop 1.0' above the existing water table.
The mounding beneath Repair 1D, Field 1D, Repair 1C and Field 1C is shown in
Figure 2. Figure 2 assumes a .5gpd/ft2loading rate (8,903gpd over 17,805ft2)
and indicates that a mound would develop to a maximum height 1.3' above the
existing water table.
Conclusions and Recommendations
Based on the findings stated above the following treatment for the drainfiields is
suggested:
A. The state requires a separation of 2' between the trench bottom and
the predicted mound height for all drainfields. Assuming a trench
depth of 171 (6" cover and 6" gravel), the proposed drainfields in
Active Areas 2A, 2B, 2C and 2D should be brought up to a uniform
elevation 'of at least 7.0'. To round these numbers off and allow for
5 .
sl

an additional "safety -factor" it would be simpler to bring the land
surface elevations up to 7.5.
Similarly Field 1A,1B,1C and 1D should be brought up to a
uniform landsurface elevation of at least 7.3.
These final elevations were determined using our predicted "high"
water table elevation of 2.8' above MSL, adding the OZ "safety
facto{' for natural water rise, adding the predicted mound height,
adding the Z separation from the trench bottom and adding 1' to
allow for installation of an LPP trench
B. The original elevations across the proposed system areas varied
and contained areas well above 8' MSL, so it was possible to "even"
the proposed drainfield areas out to the recommended elevations.
Attempting to install a system in the original topography would be
difficult and would likely result in ("seepage") effluent surfacing in
the lower areas. If done carefully the "leveling" of the
drainfields should not affect the hydraulic characteristics of the soil
or shallow aquifer. This is mainly due to the fact that a "pile of
wind blown sand" such as that present at this site is structure -
less and moving it around, whether by wind naturally
or by equipment has little or no effect on its physical or chemical
nature.
-
55:�4�
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6
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TABLE 1.
INPUT DATA FOR MOUNDING UNDER WASTEWATER SYSTEM
Field 2A, Repair 2A,
Field 2B, EfEair 2B
Repair ID, Field 1D,
Repair 1C, field 1C
I. E2tEZ Rate _(ftj clay)
*0.067
2. Transmissivi ft day)
500
same
3. S ' 'c Yield
.20
same
4. Beginning Time (days)
Final.Time (days) ' ..
Time Increment (dMs)
30
1080 ....-..
30
same
same
same
5. End of Recharge Period(clays)
1080
same
6. Beginning Distance (ft)
Final Distance (ft.)
Distance Increment ft
0
250
25
same
350
same
7. Depth to Water fk
**5
**same
8. Angle from X - Axis d
0
same
9. Distance to Stream ft
250
350
10. Calculate Mound Profile
yes
Yes
11. Calculate Discharge to Stream
no
no
12. Basin Width ft
186
160
13. Basin Len ft
140
111
*At .5 gpd/ft.2Loading Rabe, Recharge Rate = .067 ft/day;
'This not actual depth; it is assumed.. If water table reaches surface in model it
shuts down, so a deep depth is assumed and .the resultant mound height is ,
added to the estimated seasonal high water table elevation in order to determine
final trench bottom elevations required.
rt
r ; r ' r • ���K" �� sus fJimh�am!i^s,sd 4
1 r
7 s �

Quible
Quibie & Associates, P.C.
ENGINEERS • ENVIRONMENTALISTS • SURVEYORS • LANDSCAPE ARCHITECTS • PLANNERS
SINCE 1959
November 2, 1995
MEMORANDUM
To: Sean Boyle
From: Joe Lassiter
Re: Seasonal -High- ater Table - Inn at Hatteras Village
P.O. 111 870
Kitty Hawk, NC 27949
Phoney 919-261.3300
Fax:[phone]
PRINCIPALS
H.W. Bill Gilbert. III, P.E.
Joseph S. Lassiter, S.E.S.
William C. Owen, U.S.
F. Richard Oulble, P.E., R.L.S.
ASSOCIATES
Soon C. Boyle, P.E.
Eduardo J. Voldivieso, P.E.
The purpose of this memorandum is to provide you with my determination of seasonal high water table
at the proposed location at the Inn at Hatteras Village. The subject property is located adjacent to the
Hatteras Landing Planned Unit Development and Teach's Lair Marina in Hatteras Village, Dare
County, North Carolina.
I have done extensive soil borings on the subject property in conjunction with the delineation of
Section 404 wetlands and have determined that the seasonal high water table on the property, based
on hydrology indicators in the soil profile, is at an elevation of approximately 3.0' relative to Mean Sea
Level (MSL) as established on the site by field survey.
Thank you for your attention to this information. If you need further clarification for your stormwater
submittal to Bill Moore please let me know.

Quible
9uible & Associates, P.C.
ENGINEERS • ENVIRONMENTALISTS • SURVEYORS • LANDSCAPE ARCHITECTS • PLANNERS
SINCE 1959
November 2, 1995
MEMORANDUM
To: Sean Boyle
From: Joe Laser
Re: Seasonal ' ater Table - Inn at Hatteras Village
P.O. Drawer 870
Kitty Hawk, NC 27949
Phone: [phone]
Fax: [phone]
PRINCIPALS
H.W. Bill Gilbert, III. P.E.
Joseph S. Lowder, S.E.S.
Wllllam C. Owen, R.L.S.
F. Richard Quible, P.E,. R.L.S.
ASSOCIATES
Sean C. Boyle, P.E.
Eduardo J. Valdlvieso. P.E.
The purpose of this memorandum is to provide you with my determination of seasonal high water table
at the proposed location at the Inn at Hatteras Village. The subject property is located adjacent to the
Hatteras Landing Planned Unit Development and Teach's Lair Marina in Hatteras Village, Dare
County, North Carolina
I have done extensive soil borings on the subject property in conjunction with the delineation of
Section 404 wetlands and have determined that the seasonal high water table on the property, based
on hydrology indicators in the soil profile, is at an elevation of approximately 3.0' relative to Mean Sea
Level (MSL) as established on the site by field survey.
Thank you for your attention to this information. If you need further clarification for your stormwater
submittal to Bill Moore please let me know.

DIVISION OF ENVIRONMENTAL MANAGEMENT.
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION:
1. Project Name: _ The inn at Hatteras Village
2. Project Location: (County, State Road, Address)NC 12 in Hatteras Village,
Dare County NC (address not assigned)
3. owner's Name: Tidewater Inn Management Phone:[phone]
4. Mailing Address: 3600 Pacific Ave. (Po Box 718)--.
City Virginia State VA Zip23451
5. Application Date: 10/26/95 Fee Submitted: $ 385.00
7. Nearest Receiving Stream: Austin Creek Class: SA
8. Project Description: 72 room hotel with 2 bedroom employee apartment
II. PERMIT INFORMATION
1. Permit No. (will be completed by DEM) :
2. Permit Type: X New Renewal
N/A Modification (existing permit no.) N/A
3. Project Type: Low Density X Detention
Infiltration Other
4, other State/Federal Permits/Approvals Required:
(Check appropriate blanks)
X Sediment/Erosion Control CAMA Major 404 Permit
III. PROJECT BUILT UPON AREA
Drainage Drainage
Basin Basin
Classification
Allowable Impervious
Total Project Area
Proposed Impervious
% Impervious Area
Breakdown of Im ervious'Areas
Buildings 24,538 SF
Roads N/A
Parking/Drive, Con.walk
and decks 51,313 SF
Other
Totals 75,851 SF
(39.70%lof lot)

1
IV. STORMWATER TREATMENT (Describe how runoff wild be treated):
Parking and grassed areas to flow to detention pond. Runoff from roof areas and
pool deck to be piped to detention pond. Overflow from pond area to surface flow
through 30' vegetated buffer before reaching wetland areas.
V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS NSA
Deed restrictions and protective covenants are required for all low density projects and
all subdivisions prior to the sale of any lot. Please see Attachment A for specific
requirements.
By your signature below, you certify that the recorded deed restrictions and
protective covenants for this project shall include all the items required by the
permit, that the covenants will be binding on all parties and persons claiming
under. them, that they will run with the land, that the covenant cannot be changed
or deleted without concurrence from the State, and that they will be recorded
prior to the sale of any lot.
OWNER'S CERTIFICATION
I, Thomas J. Lyons, Jr. certify that the
(Please print name clearly)
information included on this permit application form is correct, that the project will
be constructed in conformance with'theapproved plans, that the deed restrictions will
be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project campl'es with the requirements of 15A NCAC 2H.1000.
I auth e e ow named_ person or firm to submit stormwater plans on my'
behalf.
Manager, Harborside- L-C. f9
Owner Au rized gent Signature and Title D to
AUTHORIZED AGENT
Person or Firm Name: Bill Gilbert c/o Quible and Associates, R.C.
Mailing Address: Post Office: Drawer 870
City Kitty Hawk stit-- NC Zir 27949
Phone: [phone]
Please submit application, fee and plans to appropriate Regional Office.
(see attached map)
-2-

Quible
Quible & Associates, P.C.
ENGINEERS • ENVIRONMENTALISTS • SURVEYORS • LANDSCAPE ARCHITECTS • PLANNERS
SINCE 1959
November-11, 1995
Mr. Bill Moore
North Carolina Department of Environment,
Health and Natural Resources
Division of -Environmental Management
Water Quality Section'
1424 Carolina Ave.
Washington, North Carolina 27889-2188
P.O. Drower 870
KIhv Hawk, NC 27949
Phone: [phone]
1 919261-1260
RECEIVED
WASHINGTON OFFICE
PRINCIPALS
i Bill Gilbert, Ill, P,E.
Joseph S. Lossi}er, S.E S.
v
NOV 15 1995
icrn Owen,
F. Ric alrld QuiblC. e. E , P.L. S.
S ASSOCIATES
4 Sean C. Boyle, P.E.
Eduardo J. Valdivleso, P.E.
Re: stormwater Management Plan for The Inn at Hatteras Village, located in
Hatteras village, Dare county, North Carolina
Dear Mr. Moore:
Please find enclosed two copies of revised drawing C8 for the Inn at Hatteras
village. We have revised the overflow structure detail to match the proposed
elevations and configuration of the infiltration pond. Please replace the
originally submitted sheet C8 with this revised sheet.
If you have any questions or require additional information, please don,t
hesitate to call.
Sincerely,
Quible and Associates, P.C.
Sean C. Boyle, P.E.
enc: As stated

O C.-06'95(WE➢) 16;59 �l1BLE&ASSOCIATES TEL:[phone] p.001
QUIBLE AND A ED h
ASSOCIATES, B.C.
Engineers — Environmeut&Hvt.5 — Surveyors — Planners — Landscape Architecture
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The information contained in this facsimife fransmittal is privileged and confidential,
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return the transmission to the firm set out above immediately.
8 Juniper Trail
Post Office Drawer 870
Kltty Hawk, North Carolina - 279d9-0870
Phone. [phone] Fax:

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