SW7101102_HISTORICAL FILE_20200723

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
El COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD
I

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN
Dtmctor
Croatan Land Company, LLC
P.O. Box 405
Kill Devil Hills, NC 27948
Dear Sir:
.NORTH CAROLINA
Enrlronmentd Qtmllty
July 23, 2020
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7101102
RHG Office Building
Dare County
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SV 7101102 for a stormwater treatment system consisting of an
infiltration basin serving the RHG office building located at 700,Blue Jay Street, Kill
Devil Hills, NC expires on January 31, 2021. This is a reminder that permit renewal.
applications are due 180 days prior to expiration. We do not have a record of receiving
a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Permit application forms for renewal can be found on our website at:
https:,//dea nc gov/about/divisions/ern rgy mineral land resources/energy-mineral-land-
r 11 /stormwater12rogram/post-construction. North Carolina -General Statutes and the ,
Coastal Stormwater rules require that this property be covered under a stormwater
permit. Failure to maintain a permit subjects the owner to assessment of civil penalties.'
If you have questions, please feel free to.contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger thoroe anncdenr clov.
Sincerely,
r
Roger K. Thorpe
Environmental Engineer
North Carolina Department of Environmental Quelhy I Dlvtslon of Energy, Mlnetal and land Resources
�`L Washington Rcglonal Office 1943 Washington Squart Mall I Washington, North Cao1W 27889
0 2S2.946.6481

9 aI"
CALFEE ENGINEERING
MECHANICAL • CIVIL • STRUCTURAL • CONSTRUCTION MANAGEMENT
December 14, 2011
RECEIVED
Mr. Roger K. Thorpe DEC 15 2011
NC Division of Water Quality
943 Washington Square Mall
Washington, NC 27889 DWQ—WARO
Re: Stormwater Management Permit SW7101102,
RHG Office Building, 700 Bluejay St., Kill
Devil Hills, Dare County; Conditional
Construction Completion Certification
Dear Roger:
Construction of the referenced project is complete within substantial
compliance and intent of the approved plans and specifications, with
the following exceptions:
1. The vegetated shoulder west of the western drive shall be lowered
slightly to allow free stormwater flow into the catch basin.
2. The catch basin in the western drive throat shall be cleaned.
3.. ".A'U-drain shall be{"install-ed�at the=3'o'cation of -)'the western
ri- l'(t' q' 1cvr
driveway"crown "depicted"",on'-`the,' drawings 'tointercept'and convey
stormwater to the catch basin within the western parking area.
4. Elevation of the high area of the swale bottom at the vicinity of
the northwestern corner of the property shall be confirmed or
adjusted to retain stormwater in the eastern swale while assuring
free stormwater flow over the high area without flooding roadway
pavement.
5. The southern 2 feet of the curb, gutter and pavement of the
eastern drive apron shall be cut and removed to duplicate the
existing configuration,.and the roadway shoulder lowered to
create a swale consistentwith the drawings to allow free
stormwater flow into the shoulder swale.
6. Sod replacement of rip -rap
apron flume discharges is
basis that discharges from
depicted on the drawings at drive
accepted without correction on the
the flumes are non -erosive velocity.
All exception's are to be 'corrected to' allow`an unconditional
Designer's Certification not later than Janua;ry 31, 2012.
3048 MARTIN'S POINT RD., KITTY HAWK, NC 27949-3816
[phone] VOICE, 261-4025 FAX
[e-mail]

DEC 1 a Soil

r
Roger Thorpe
December 14, 2011
Please see the attached field sketch mark-ups SK-01 and SK-02 of the
exception corrections, and the NC DWQ Designer's Certification
(conditional) and Checklist.
Please e-mail me at [e-mail] or call me at (252)
202-4025 if you have any questions or comments, or if you require
additional information.
�prrur
CA
Sincerely,
� ; a
f _
o
Ralph D. Calfee, P.E. '',r�pND
rrtata.+�+
cc: Mr. Greg Loy, Town of Kill Devil Hills
Ms. Terry Brown, RHG
Mr. Glenn Wickre, Wickre Construction
2

150.00
18" DROP "OUTLET"
RIM: 7.82' NORTH; 8.32' SOUTH
INV PIPE TO SOUTH: 6.50'
WEEP HOLE AT BOTTOM W/
GEOTEXTILE
12"0 X 40' SMOOTH —BORE HDPE
CORRUGATED PIPE W/
WATER —TIGHT COUPLING
7.0 5
g,2
O�iC. SWALK
mss
ST
G
CUT IN PROP. DROP INLET
RIM= 7.76'
BOTTOM BOX= EX. PIPE INV.
EX. INV. PIPE TO WEST= 5.95
EX. INV. PIPE TO EAST= 5.95
NAVD 88
ADJUST LOCATION IN FIELD TO
AVOID WATER MAIN & VALVES
PROP.
WATER8.76 O
METER Z_6wz
� sdvc�c�iZ
�
-\ 8.76
10'.
0.1
75' ca
8.8(�''0��
9.12' � �,'aAasfss
1221
DETAIL — RETAINING WALL DELETION
& PIPE/DROP-OUTLET SUBSTITUTION
�..<c <3f
1 "=1 0' s114/ 4tol/ma
,RHG OFFICE BUILDING ftc=e?iC°''I'
BLUEJAY STREET

i PAD 81.73' —/� l \ \�.'1 —, ,8.80't .-.,,.,. ll.°.11l«
10.2 ' �'� RAISE SOLID GRATE INV. PIPE
ZBASI'4
10.25 .0 ���8 `i'"' '91�,'` MATCH DRIVE'RAY SURFACE IPROP 10 7' \
UN BU L ING; BASIN RIP —RAP ® 9. B
I VE 8. NAVD '88 APRON ° �/VST.ALC'- — —
Dso=a" o.s' 10.07'c/-7r;»d7iYi z 9 — _— — —
8' MIN . �a- 9.75.. �, 8.75 . .
VALLEY
70.04' i. tj1.
FOREBAY 8'¢ PVC; SCH ep DI i0 EDP
N
!. 58.08 - ACCESS 10.14` 0� ` 8.71
10.24' ........ PROP 0' S
16 D
11.6' COVERED DECK MIN 8.0 WELL 9. 7' 8:54' ZIRO NLEI
11.51, 11.51'H(11.09' 11.6 11.51' 11.4' �\ 1 �; \ D "ti t\ R10
c'GN 11.51' 1. 1aa% ' t a,Fc i, 7
1
t 16{2 C. SIDEWA,K 42 11 a, 6 CON0..4%DEWALK 11. 1 �8.4 \' u. aV .5
1 s. �, ...t .., A y t V. A UT
\\ s.a�' .
1,6 10.8' P C
`so"l so t" .88'231 sf,a62 DRC-S,f� r �<,oee 3 REPPE IR p eP� \l RD.'h{-ti'
ODULE 1,7. 8' ' \ 8"
+ � ..INV. 8"' D'A
PROPO D ASPHALT \ \ SLOPE
10:7 I 2: 10.86' \ SW'ALE
WEST
n
322 S 10.45 STRUCTURE \ 8PV e3e
SHO
\10:35' $.m 0.14' 10.14' \\ \ U
l
9.84• � 9.8 �
1 9.78' m m� \ >>o .04*
9.Sfi OT. D 9.56
9.78' 9.78'
10.08in '
1
1 - - 0 Ias— \ 8.89' 8t76 ------ LOr86
99,
\�yP /W _
_
7.90 J . s.oi-- PROP (z) 7.8 a; 5'%. 8' .RIP -RAP zl ze4 7-6`7 - : s jt/C/
DROP INLET .A - 7 6. APRON; p). .
��C►'cs .sdrrr.aM <.).78" S917 6K (TYP)
z'e� ev?a� >%zBLUE JAY ST. — 50' R/W -sw t4)/"aa
Sfrid LGY -
�

CALFEE ENGDMERING
MECHANICAL • CIVIL • STRUCTURAL • CONSTRUCTION MANAGEMENT
December 14, 2011
Mr. Roger K. Thorpe
NC Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Re: Stormwater Management Permit SW7101102,
RHG Office Building, 700 Bluejay St., Kill
Devil Hills,.Dare County; Conditional
Construction Completion Certification
Dear Roger:
Construction of the referenced project is complete within substantial
compliance and intent of the approved plans and specifications, with
the following exceptions:
1. The vegetated shoulder west of the western drive shall be lowered
slightly to allow free stormwater flow into the catch basin.
2. The catch basin in the western drive throat shall be cleaned.
3. A U-drain shall be installed at the location of the western
driveway crown depicted on the drawings to intercept and convey
stormwater to the catch basin within the western parking area.
4. Elevation of the high area of the swale bottom at the vicinity of
the northwestern corner of the property shall be confirmed or
adjusted to retain stormwater in the eastern swale while assuring
free stormwater flow over the high area without flooding roadway
pavement.
5. The southern 2 feet of the curb; gutter and pavement of the
eastern drive apron shall be cut and removed to duplicate the
existing configuration, and the roadway shoulder lowered to
create a swale consistent'with the drawings to allow free
stormwater flow into the shoulder swale.
6. Sod replacement of rip -rap depicted on the drawings at drive
apron flume discharges is accepted without correction on the
basis that discharges from the flumes are non -erosive velo.city.
All exceptions are to be corrected to allow an unconditional
Designer's Certification not later than January 31, 2012.
3048 MIARTUrS POINT RD., KTTTY HAWK, NC 27949-3816
CZM 261-3025 VOICE, 261-4025 FAX
[e-mail]

Roger Thorpe
December 14, 2011
Please see the attached field sketch mark-ups SK-01 and SK-02 of the
exception corrections, and the NC DWQ Designer's Certification
(conditional) and Checklist. 11
Please e-mail me at [e-mail] or call me at (252)
202-4025 if you have any questions or comments, or if you require
additional information.
CARpll'•�
Sincerel , �
SEa
a
: 12286
Ralph D. Cal e, P.E. 0••,,1pH CA; `
•in D „om` �.
cc: Mr. Greg Loy, Town of Kill Devil Hills
Ms. Terry Brown, RHG
Mr. Glenn Wickre, Wickre Construction
2

18" DROP "OUTLET" CUT IN PROP. DROP INLET
RIM: 7.82' NORTH; 8.32' SOUTH RIM= 7.76'
INV PIPE TO SOUTH: 6.50' BOTTOM BOX= EX. PIPE INV.
WEEP HOLE AT BOTTOM W/ EX. INV. PIPE TO WEST= 5.95
GEOTEXTILE EX. INV. PIPE TO EAST= 5.95
NAVD 88
ADJUST LOCATION IN FIELD TO
12 0 X 40 SMOOTH —BORE HDPE AVOID WATER MAIN & VALVES
CORRUGATED PIPE W/ PROP.
WATER —TIGHT COUPLING WATER 8.76 O
GAS soro�+2
7.0' S METER �'9 .ctcow Fz�^
150.00' g,2 ® �e scow
- ----... ---- - ---
- - - - - - - - - - - -
8.76
7.0 9.0
8.0 E $
10.2 5' 10.
� g'o 8 68'
10.67 � 9.89'
,c0:Nc. tWLK `o-nt 10.1 �—
e
10.2
STOP
t= G OSS
10.25'
`'�� '��C
W.78.8oae541
DETAIL — RETAINING WALL DELETION
& PIPE/DROP—OUTI FT SURI�TITI JT`inN
�— o f
spv/ ;t
-RHG OFFICE BUILDING e�ce7;�ar�
BLUEJAY STREET

PAD 81.73'
I VE 8. ' NAVD '88
I
58.08
01 "'O COVERED DECK
71642
11.51' 11.51'H01 0 '
' 4Gu
NC.` DEWAL{ ---
•�`��ui. uup i� •
114
1 D.2 ` 9 ' ��, 11RAISE SOLID.c.RA"E T-V INV. r"t
10.25' ��(�` 9 VATfG ORt i�WC'SURI�.Er' I
70 7' © \� p
RIP -RAP B
APRON
9.75' N 8.7 .... _
10.04' •VALLEY a� .
FOREDAY 8'0 PYc; SCH 8 DI TO EOP •°" .
J
_ 3 10.14' 0 ...
ACCESS 0.24'• / 8.. .
MI 8.0 WELL �'A.9
1 1.4' . 7 ` \ 8:54' PROP NLE1
R
. 51 �1 1 .. 0. =
,� 1.)
11 ' , 6' CDNp.q$lD�1VAL'K ,1. �, �aa. 0 V. 5.5
B,�Sv. A UT
231 ef, y DRC.
3 REPAIR pEAS RIM=
,0 10:84'• I OD LE �\ INV.. 8"D.I•D Fy
DOE D ASPHALT' SLOPE
1p. ' 10sa.. ix 10.86' �` \ SWALE
WEST
5' STRVCTURE, 8 21',
'a (TYP). \, 8. SHO
WALL -'�
•.7,6 - V�FYOR
PROP (2) 7.8 �6'z. 8' RIP�RAP 7,
.. DROP NLETA 84 APRON: DSO-2'
�Lr$ TAAMa 0.78' S&P e.0 OYP)' SAS-©Z' Sflt/dC�trY.
BLUE JAY ST. - 50' R/W sw *roifo a
401v'i.�T- 8.61' . C d� .....
..... . . .......

RHG Ofim BuOdMg
5tnsmwatw PermhNo. SVVTI01IO2
Dare Canty
Designers CarOcation
1, ZICAW i '' P6V' as a duly registered _ in the State of North Carolina,
having been authoraed is observe (periodicadyJ�reeldyE{ed B., the cor struction of the project,
Suc/7-1o.,©z XAIC; 95WW70c�d-;— a0i4,a1Ar6-
(�jt�
for (MddMAA1 c.Akl Omr"Y (Project Owner) hereby state t►>at, to the best of my aWlities,
due care and fterme was, used in the observation of the project construction such that the won was
observed to be btalt vAthin substantial compliance and intent of the approved plans and spacificatiorrs.
The chaddst of items on page 2 of this form is included in the Certification,
Noted deviations from approved ptatrs and specification:
.0 4Ti)� CIGIT'e x
SEAL

Cormcdon RaquiMnents:.
1. The drainage area to the system contains ap y the penvTad acreage
12 The dnhhage area 10 the system contains no more than the permitted amourd of hA4*0n
area.
fl�7d - AD the buft-upon area associated with the project is graded such that the runoff drains to the
System-
✓4. AA roof drains are located such that the nsrotf is directed into %a system.
A5. Tire bypass structure weir esva5on is per the approved plan.
N/� a The bypass sirucW e is located per the approved plans.
&4t 7. A Trash Reds is provided on the bypass dnrdhue.
✓8. AO stapes are grassed with permaiwnt vegefdM
✓9. Vageteted slopes are rho steeper than 3:1.
t"10. The inlets are located per the approved plans and do not cause short-circuiting of the system.
�Zi1. The permitted amounts of surface area arl/or volume have bomb provided.
✓ 12 All required design depths are prowled.
r✓13. Ail regtised parts of the system are provided.
-Z14. The required system dimer ions are provided per the apProvad plans,

CALFEE ENGINEERING
MECHANICAL • CIVIL • STRUCTURAL • CONSTRUCTION MANAGEMENT
January 5, 2011
Mr. Roger K. Thorpe
NC Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Dear Roger:
��� C;E19 4jFL71'
JAN 0 7 2011
Re: Stormwater Management Permit Application
Review SW7101102, RHG Office Building, 700
Bluejay St., Kill Devil Hills, Dare County,
In response to your review comments (enumerated accordingly):
1. An insert page 2A of 3 has been added to the standard Operation
and Maintenance Agreement to detail how inspection, operation and
maintenance of the basin will be carried out.
2. An access well has been added to the northern side of the basin
at the forebay to facilitate inspection and maintenance of the
forebay.
3. A note has been added to drawing C-2 which specifies the
benchmark and measurements to determine sediment levels.
Drawings revised to:
C-1, Revision 8, Site Plan
C-2, Revision 6, Grading & Drainage Plan, and
C-3, Revision 6, Erosion & Sedimentation Control & Landscape Plan
are attached to accommodate the addition of the access well and the
benchmark note, and the 0&M insert is attached.
Please e-mail me at [e-mail] or call me at (252)
202-4025 if you have any questions or comments, or if you require
additional information.
S4aDCalfee,
rely
Rlp . P.E.
cc: Ms. Terry Brown, RHG
3048 MARTIN'S POINT RD., KITTY HAWK, NC 27949-3816
[phone] VOICE, 261-4025 FAX
[e-mail]

CALFEE ENGINEERING
MECHANICAL • CIVIL • STRUCTURAL • CONSTRUCTION MANAGEMENT
October 27, 2010
Mr. Al Hodge
NC Division of
943 Washington
Washington, NO
Water Quality
Square Mall
27889
i.dOv 12010
Re: Stormwater Management Permit Application
for RHG Office Building, 700 Bluejay St.,
Kill Devil Hills, Dare County, 27948
Dear Al:
Attached please find a check payable to NCDENR in the amount of
$505.00 and 1 original signed set and 1 photocopy set of supporting
documentation:
Stormwater Management Permit Application Form
Infiltration Basin Supplement (1 drainage area and basin)
Stormwater Management Plan Narrative and Calculations
Partial photocopy of NOAA Chart 12204
Required Items Checklist
Infiltration Basin Operation and Maintenance Agreement
NO General Warranty Deed copy
NO Department of the Secretary of State, Croatoan Land Company,
LLC Status Report
Drawing C-1, Rev 6, 10/26/10, Calfee Engineering
Drawing C-2, Rev 4, 10/26/10, Calfee Engineering
Drawing C-3, Rev 4, 10/26/10, Calfee Engineering
Please e-mail me at [e-mail] or call me at (252)
202-4025 if you have any.questions or comments, or if you require
additional information.
W
Ralph D. Calfee, P.E.
cc: Ms. Terry Brown, RHG
3048 MARTIN'S POINT RD., KITTY HAWK, NC 27949-3816
[phone] VOICE, 261-4025 FAX
[e-mail]

B: 1832 P: 371 Doc Id: 6275435 NUb 2U10
05/IO/2010 04: 57 PM Receipt n: 10-5221
Doc COde: OEEO NCEaci se Ta) pd $500.00
Vanzolla MCMurran, Reg,ster of Deeds Dare CO, NC
(' ll
DARE - REAL ESTATE
COUNTY -��.I,.a TRANSFER TAX
LTls'�CJ-10 $ a a mill Pit, ti11���tW4'I ie I
I G46G�+h,l�llliE011l
NORTH CAROLINA GENERAL WARRANT
Excise Tax: 500.00 LT Tax $2500.00 LT#
Parcel Identifier No. 0t:;4V5q. pyy Verified by County o t e d y of ' 20_
By:
Mail/Box to: Rose, Harrison & Gilreath. PO Box 1087, Nags Head, NC 2 959
This instrument was prepared by: Dan L. Merrell
Brief description for the Index: Lots I and 2, Blk 13, Kill Devil Hills Realt
THIS DEED made this 10 day of May, 2010, by and betwe (X
GRANTOR \ GRANTEE
Outer Banks Brewing, LLC Cro toan Land Company, LLC
a North Carolina limited liability company la,North Carolina limited liability company
rPO Box 1087
/ Nags Head, NC 27959
a
Enter in appropriate block for each ,G ,intor < it Grantee: ntn me. mailing address, and, if appropriate, character of entity, e.g.
corporation or partnership.
The designation Grantor and ran, Tg used rem sh la I include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine a itn ne ohpcutcl`as uired by context.
WITNESSETH, that the Gr�t r,\o�aluablcconsideration paid by the Grantee, the receipt of which is hereby acknowledged, has
and by these presents does gn�n�t, bar am, self apd convey unto the Grantee m fee simple, all that certain lot or parcel of land situated in
the Town of Kill Devil Hills Atlait?�gwnship, Dare County, North Carolina and more particularly described as follows:
Lots No. I and 2, Block 13, as shown and delineated on the plat of the subdivision of the lands of the Kill Devil Hills Realty
Corporation, made by IJ. Henry, ul�veyor, May 1953 and June 1954, and recorded in Map Book 2, Page 18, in the office of
the Register of Deeds of Dare Cou y, North Carolina, reference to which is hereby made for a more particular description
thereof.
The pr c here" as ve described was acquired by Grantor by instrument recorded in Book 1309, page 279,
All or a porn n'of the property herein conveyed _ includes or X does not include the primary residence of a Grantor.
A -map showi e above described property is recorded in Plat Book 2, page 18.
NC Bar As&oci'ation Fom1 No. 3 © 1976, Revised © 1/1/2010
Printed by Agreement with the NC Bar Association

TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the
lawful claims of all persons whomsoever, other than the following exceptions:
Easements and restrictions appearing of record.
Taxes subsequent to the year 2009 not yet due and payable.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first I
Outer Banks win ( /
Name) print/Type Name:
By i_. _
Print/Type Name & Title: Aub -T-. Davis, Jr., Manager Print/Type Name
o
By: O _ lC
Pri ype Name & Title: Eric T. Reece, Manager Prind' ype am
By:
Print/Type Name & Title:
State of - V - County of
I, the undersigned Notary Public of the County of
Aubrey T. Davis. Jr. and Eric T. Reece personally came b
Banks Brewing, LLC, a North Carolina limited liability cc
they signed the foregoing instrument in its name on its belt,
/O day of20j0 .
O
I and State aforesaid, certify that
day and acknowledged that they are the managers of Outer
hat by authority duly given and as the act of such entity,
hdled. Witness my hand and Notarial stamp or seal, this
My Commission Expires: 6 ���� G� OA
(Affix Seal)
O ,� `\ci
O
O35 B: 1832 P . 371 Page 2 of 2
M P114IV,'Nil 111 rIP1101W YOD
O
Fonn No.3 O 1976, Revised © 1/1/2010
Printed by Agreement with the NC Bar Association
fijCe. A-. 2&p_nen Notary Public
Notary's Printed or Typed Name
5/10/10 4:57 PM
INSA+llimill 11 III

ll
PW
MC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Governor
Coleen H. Sullins
Director
December21, 2010
Mr. M. Peebles Harrison, Member/Manager
Croatoan Land Company, LLC
P.O. Box 1087
Nags Head, NC 27959
Dear Mr. Harrison:
(.vq'1�6
Dee Freeman
Subject: Stormwater Review SW7101102
RHG Office Building
Dare County
This office received a Coastal Stormwater permit application and
supporting information on November 1, 2010 for a proposed RHG Office Building
to be served by a stormwater infiltration basin. Since the stormwater infiltration
basin is proposed to be located under the office building with very low clearance
for cleaning and maintenance, before a State Stormwater permit can be issued
the following additional information is needed:
1. Instead of using the standard Operation & Maintenance Agreement
form on our website please develop an Operation & Maintenance
Agreement that is more suited to this particular situation. The O &
M Agreement should describe in detail how you will inspect the
system and how you will conduct operation and maintenance in this
confined area.
2. The proposed access point shown on the plans is located at the
opposite end of the building from the stormwater inlets and the
forebay. The Forebay is where the majority of the sediment should
accumulate and therefore . access for checking the amount of
sediment and for removing it should be located in close proximity.
3. A bench mark for measuring the depth of the sediment should be
provided.
North Carolina Division of Water Quality Internet �cm[c.nc[eatcmualincor!•
943 Washington Square Mall Phone: [phone]
Washington, NC 27889 FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50 % Recycled/l0% Post Consumer Paper
ne
NorthCarolina
Amorally

Page 2
December 21, 2010
The above requested information must be received in this office prior to
January 21, 2011 or your application will be returned as incomplete. The return of
this project will necessitate resubmittal of all required items including the
application fee. If you need additional time to submit the required information,
please mail or fax your request for time extension to me at the Letterhead
address and include the application number on the request. The request must
include justification for the amount of additional time needed. The request will
only be granted for justifiable delays that are unforeseen and beyond the owner
or consultant's control.
You should also be aware that the Stormwater Rules require that the
permit be issued prior to any development activity. Construction or operation
without a permit is a violation of 15A NCAC 21-1.1000 and North Carolina General
Statute 143-215.1 and may result in civil penalties of up to $25,000 per day.
If you have questions, please feel free to contact me at [phone].
Sincerely,
Roger K. Thorpe
Environmental Engineer
cc: Washington Regional Office
Calfee Engineering

North Carolina Secretary of State
Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENTOF THE
Secretary SECRETARY OF STATE
PO Sox 29622 Raleigh, NC 27626-0622 (91907-2000
Date: 10/27/2010
Click here to:
View Document Filings I Sign Up
for E-Notifications I
Print apre-populated Annual Report Form I Annual Report Count File an Annual Report I
Corporation Names
Name
Name Type
NC CROATOAN LAND
LEGAL
COMPANY, LLC
Limited Liability Company Information
,.,.. .,�t,.j
SOSID:
1133831
Status:
Current-ActiveZulu
Date:
1/28/2010
Dissolution Date:
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Registered Agent
Agent Name:
HARRISON, M. PEEBLES
Office Address:
119 WOODHILL DRIVE SUITE 3
NAGS HEAD NC 27959
Mailing Address:
PO BOX 1087
NAGS HEAD NC 27959
Principal Office
Office Address:
119 WOODHILL DRIVE SUITE 3
NAGS HEAD NC 27959
Mailing Address:
PO BOX 1087
NAGS HEAD NC 27959
Officers
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version: 187
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=9430276 10/27/2010

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Permit
(to be provided by DWQ)
III: REQUIRED'ITEMSiCNECKr..
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial in the
space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may
initial below. If a requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
CC-2, Rev. 4 1. Plans (1" - 50' or larger) [t" = 20] of the entire site showing:
f - Design at ultimate build -out,
- Off -site drainage (not applicable),
- Delineated drainage basin (Simple method Rv = 0.635),
- Basin dimensions,
- Pretreatment system (catch basins),
- No high flow bypass system; 10-year, 24-hour storm does not discharge at 1/12 rated infiltration
rate,
- Maintenance access,
- Approved site plan in lieu of drainage easement and public right of way (ROW),
- No overflow device; 10-year, 24-hour storm does not discharge at 1/12 rated infiltration rate, and
_ - Approved site plan in lieu of boundaries of drainage easement.
C-2, Rev. 4 2. Partial plan (1" = 30' or larger) [1" = 20] and details for the infiltration basin showing:
- No bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
C-2, Rev. 4 3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
N/A 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume
provided.
Narr & Calcs 5. A soils evaluation that is based upon an actual field investigation and soil borings: The results of the
soils report must be verified in the field by DWQ, by completing & submitting the soils investigation
request form. County soil maps are not an acceptable source of soils information.
C-3, Rev. 3 6. A construction sequence that shows how the infittration basin will be protected from sediment until
l the entire drainage area is stabilized.
Narr & Calcs 7. The supporting calculations.
Attached 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N/A 9. A copy of the deed restrictions (if required).
Form SW401-Infiltration Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 1

STORMWATER MANAGEMENT PLAN
NARRATIVE & CALCULATIONS
RHG OFFICE BUILDING
N"; q 1 2010
700 BLUEJAY STREET
KILL DEVIL HILLS, NORTH CAROLINA
Prepared For
Rose Harrison & Gilreath, P.C.
119 W. Woodhill Drive, Suite #3
Nags Head, NC 27959
m
Calfee Engineering
3048 Martins Point Road
Kitty Hawk, NC 27949
Telephone [phone]
Fax [phone]
Prepared October 26, 2010

2
Contents:
Section
Page
Table of Contents
2
Project Data
3
General
3
Stormwater Management and Controls
4
Wetlands
5
Soils
5
Calculations
6
Calculation Attachments
11
Referenced Documents:
Sheet #3, Soil Survey Maps (partial photocopy), Soil Survey of
Dare County, North Carolina, USDA/SCS, March, 1992;
Attachment #7
Table 16, "Physical and Chemical Properties of the
Soils", Soil Survey of Dare County, North Carolina,
USDA/SCS, March, 1992; Attachment #8
Point Precipitation Frequency Estimates Fom NOAA Atlas 14,
downloaded 8/19/10, nws.noaa.gov; Attachment #9
Drawing C-2, "Grading & Drainage Plan", Rev. 4, 10/26/10,
Calfee Engineering
Drawing C-1, "Site Plan", Rev. 6, 10/26/10, Calfee Engineering
Drawing C-3, "Soil Erosion & Sedimentation Control & Landscape
Plan", Rev. 4, 10/26/10, Calfee Engineering

3
PROJECT DATA
Development Name:
RHG Office Building
Owner:
Rose Harrison & Gilreath, P.C.
119 W. Woodhill Drive, Suite #3
Nags Head, NC 27959
Engineer:
Ralph D. Calfee, PE; NC Registration #12286
Calfee Engineering, Kitty Hawk, NC
3048 Martins Point Road
Kitty Hawk, NC 27949
Receiving Waterbody: Atlantic Ocean
Classification: "SB"
GENERAL
The Stormwater Management Plan is shown on Drawing C-2, Rev. 4.
RHG Office Building is a proposed owner -occupied and leased -space
office building in Kill Devil Hills with 2,871 square feet of
building footprint and 10,865 square feet of impermeable pavement and
miscellaneous coverage, for a total of 65% Built Upon Area on a
21,167 square foot, currently undeveloped site. The project is
proposed to be constructed in one phase.
For additional information see:
Sheet #3, Soil Survey Maps (partial photocopy), Soil Survey of
Dare County, North Carolina, USDA/SCS, March, 1992
Drawing C-1, Rev. 6, for the overall Site Plan.
The project has been approved by the Town of Kill Devil Hills Board
of Commissioners.
Sewage treatment and disposal is by an on -site system with treated
effluent being discharged to an on -site drainfield with an allocated
repair area. The active drainfield and the repair area are 35 feet

4
or more from the stormwater basin in accordance with Health
Department regulations.
Potable water is provided by the Kill Devil Hills distribution
System.
STORMWATER MANAGEMENT AND CONTROLS:
Stormwater runoff from the proposed development does not drain to
Outstanding Resource Waters or to class "SA" waters, and the design
basis for this Plan is the runoff associated with 1.5" of rainfall.
The maximum rainfall intensity has been selected as 6"/hr.
Built Upon Area is 65% and the design basis is the High Density
option.
All impervious driveway, parking and miscellaneous areas north, south
and west of the slot drain in the eastern driveway and south of the
slope -break crown in the northern driveway drain to drop inlet catch
basins with sumps, which discharge to the stormwater basin under the
pile supported structure. All roof areas drain via roof drains to
the stormwater basin under the pile -supported structure. All
impervious areas drain to one stormwater basin and no separate
tributary plan is provided.
Stormwater runoff from the design storm will be infiltrated in a dry
basin located under the pile -supported structure. The basin is sited
on native soil classified by the Soil Survey of Dare County with
permeability in excess of 20 inches per hour. Calculated draindown
time for the basin design storm, using a reduction (safety) factor of
12 for the infiltration rate, is 0.15 day or 3.6 hours.
The basin capacity is approximately 2.5 times the design runoff
volume excluding any consideration of stormwater infiltration during
the design storm. The calculations confirm that a 10-year, 24-hour
storm (and all 10-year, shorter time storms) can be infiltrated
without discharging the basin, even using an infiltration rate less
than 10% of the rated soil infiltration rate, and no off-line bypass,
vegetated filter strip or additional storage volume is required. No
off-line bypass is provided.
Runoff from paved areas is conveyed by surface flow to drop inlet
catch basins with sediment sumps, which in turn discharge to the
stormwater basin at rip -rap aprons to eliminate erosion of the basin
bottom at the discharges. No unpaved areas drain to the basin. The
site is proposed to be elevated approximately 2 feet above
surrounding local grade. The surrounding developed lands are
generally well vegetated and maintained. The surrounding undeveloped

5
areas are generally forested. No sedimentation of the basin is
anticipated to occur. Soil erosion and sedimentation controls during
construction are proposed to prevent construction sedimentation of
the basin, and any sedimentation which accidentally occurs will be
cleaned out prior to occupancy of the building (see Drawing C-3).
Runoff from the building roof will be conveyed by roof drains and
downspouts to the basin under the building. No formal roof drain and
downspout design is proposed in favor of construction in accordance
with local commercial construction practice. Nothing more than
acceptable minor erosion of the basin bottom at downspout discharges
is anticipated.
The proposed elevation of the bottom of the basin is 8.0 feet, which
is approximately 6 inches to 1 foot below the existing variable
ground surface elevation at the basin. The elevation of the Bluejay
street pavement in the vicinity of the site is approximately 8 feet,
with shoulder Swale invert elevations of about 6.75 feet, and the
Hillside pavement in the vicinity of the site is at about 8.75 feet.
The seasonal high water table is about 6.0 feet to 6.5 feet,
providing a 1.5 foot to 2 foot separation between the bottom of the
basin and the seasonal high water table, which is ample separation to
allow timely draindown of the basin.
Basins, embankments and other disturbed land shall be stabilized in
accordance with the existing Soil Erosion and Sedimentation Control
Plan approved by the Town of Kill Devil Hills.
Note that the bottom of the basin overflow/access well is the same
elevation as the bottom of the basin, and serves as an observation
well.
WETLANDS
There are no jurisdictional or functional wetlands on the site.
SOILS
The partial photocopy of Sheet #3 of the Soil Survey Maps, Soil
Survey of Dare County, North Carolina, USDA/SCS, March, 1992, shows
site soils are classified as CoB (Corolla) and DtA (Duckston) sand
with permeability in excess of 20 inches per hour. Field
investigations with multiple shallow borings in the vicinity of the
infiltration basin are consistent with the classifications.
No significant stormwater runoff from vegetated soil surfaces is
anticipated.

0
CALCULATIONS
Site area 21,167 sf
Built Upon Area
Building
2,871 sf
Porch - Deck
408
Parking/drives
9,573
Sidewalks & Stairs
820
Miscellaneous:
64
Total coverage:
13,736 sf
Percent lot coverage:
64.9 %
Calculation Assumptions and Design Criteria:
Design storm rainfall = 1.5"
Design storm duration = 15 minutes
Design storm rainfall intensity = 6"/hr
Runoff Coefficients:
Roof: 1.0
Pavement: 1.0
Infiltration capacity:
Permeability of CoB and DtA soils: > 20"/hr
Assume 24"/hr; apply safety factor 12 = 2"/hr = 1.7'/hr
Seasonal High Water table 6.0' to 6.5'
Basin Capacity:
Note: There is no incident rainfall into the basin, which is located
under the pile -supported building. The basin perimeter is a
retaining wall supported by the building piling.
Area of basin bottom 2,860 sf
Bottom elevation 8.00,
Spillway elevation 9.48'
Capacity to 9.48' elevation
2860 sf x 1.48' = 4,233 of

7
Sub -area Tributary Rates & Velocities:
Note: pipe flow conditions in attachments calculated from Haested's
Open Channel Flow Module
Northern Parking Area 1,890 sf
Max flow rate at 6.0"/hr
1890 x 6.0 - 12 in/ft = 3600 sec 0.28 cfs
Pipe invert at drop inlet 8.50'
Lay length 50'
Slope 0.01 ft/ft
See attachment #1: 8" RCP (or PVC)
Flow depth 0.20'
Velocity 2.92 fps
Pipe flowing full:
See attachment #2
Slope required <0.0001 ft/ft
Drop inlet rim elevation 9.67'
Max flood pool elevation 9.48'
Available slope 0.0038 OK
Northeast Parking Area 3,528 sf
Max flow rate at 6.0"/hr
3528 x 6.0 + 12 in/ft = 3600 sec 0.49 cfs
Pipe invert at drop inlet 8.61'
Total lay length 80,
Overall slope 0.0076 ft/ft
See attachment #3: 8" RCP (or PVC)
Flow depth 0.30'
Velocity 3.14 fps

I
East -central & Northeast Parking Area (above)
Max flow rate at 6.0"/hr
4896 x 6.0 - 12 in/ft + 3600 sec
Overall slope
See attachment #4: 10" RCP (or PVC)
Flow depth
Velocity
East Parking Area (incl E-c & NE area above)
Max flow rate at 6.0"/hr
7488 x 6.0 + 12 in/ft + 3600 sec
Overall slope
See attachment #5
Flow depth
Velocity
Pipe flowing full:
10" RCP (or PVC)
See attachment #6
Slope required
Drop inlet rim elevation
Max flood pool elevation
Available slope
Soil Erosion and Stabilization:
Max discharge velocity
4,896 sf
0.68 cfs
0.0076 ft/ft
0.33'
3.40 fps
7,488 sf
1.04 cfs
0.0076 ft/ft
0.42'
3.80 fps
0.0002 ft/ft
9.78'
9.48'
0.0038 OK
3.8 fps
Select Graded Rip -Rap Stone NSA 4R-3, Max dia 6",
Avg (d50) dia 3", Min dia 2", apron depth 12"
(from National Stone Association "Quarried Stone For Erosion
And Sediment Control", publication MP#106822-2900-3M, 1-89
SEC-4)

C/
Proposed RHG Stormwater Basin Performance
700 Blue Jay St., Kill Devil Hills
Inflow and Draindown
Revised 10/25/10
Soil Survey of Dare County, North Carolina
March, 1992
Soils mapped as CoB (Corolla) and DtA (Duckston); see Attachment #7
Permeability: CoB > 20 in/hr; DtA >20 in/hr, Say 24 in/hr; see Attachment #8
Apply Safety Factor: 12
Conservative Permeability: 2 in/hr = 0.17 ft/hr
Design Storm: 1.5 in
Simple Method runoff:
Runoff area coefficient RE
Rr = 0.05 + 0.9 x la Where: la = Impervious fraction = 0.65
Rr = 0.05 + 0.9 x 0.65 = 0,635
Runoff Volume (Vr):
Vr = 3,630 x Rr x Rd x Ad Where: Rd = Rainfall depth (inches)
Ad = Drainage area = 0.486 (acre)
Vr = 3,630 x 0.635 x Rd x 0.486 = 1120 x Rd
Design Runoff volume at 1.5 in = 1680 ft3
Basin volume = 2860 sf bottom x 1.48 It depth = 4233 ft3
Basin draindown:
From 16.3.6:
Ai = Vi / (2 x Ki x Td) Where: Ai = Infiltration area (basin bottom) = 2860 (sf)
or, re -arranging: Vi = Infiltration volume (ft3)
Td = Vi / (2 x Ki x Ai) Ki = Conductivity = 2 (in/hr)
Td = Infiltration time (days)
Basin draindown time (Td) from design runoff volume 1680 (ft3)
Td = 0.15 (days) <= 5 days; OK

/O
Basin draindown rate:
From 16.3.6 above: Ai = Vi / (2 x Ki x Td)
Substituting: Ki = 12 x Kf Where: Kf = Conductivity (ft/hr)
Td = Th / 24 Th = Time (hr)
Ai = Vi / (2 x 12 x KF x (Th / 24)) = Vi/(Kf xTh)
Re -arranging for draindown rate Dr = Vi / Th:
Vi / Th = Dr = Ai x Kf = 486 (ft3/hr)
Basin net fill/draindown rate:
From above, runoff Volume Vr (ft3) = 1120 x Rd, Rd in inches
then: (RR) Runoff Rate (ft3/hr) = Vr / Th
and net fill/draindown rate = runoff rate - draindown rate = RR - Dr
Basin net fill:
Basin net fill volume Bnv = basin net fill/draindown rate x time = (RR - Dr) x Th
Basin net fill depth Bnd = Bnv / basin bottom area = Bnv / 2860 sf
10-year return basin draindown characteristics
Incident rainfall from Point Precipitation Frequency Estimates
see: "Point Precipitation Frequency Estimates From NOAA Atlas 14", downloaded 8/19/10;
Attachment #9
Rainfall rate = incident rainfall divided by time (in/hr)
Runoff Rate RR = Vr / Th
Basin net storage/draindown rate = RR - Dr
Basin net storage volume Bnv = basin net fill/draindown rate x time = (RR - Dr) x Th
Basin net storage depth Bnd = Bnv / basin bottom area = Bnv / 2860 sf
Basin characteristics,
10 year return:
5
min
10
min
15
min
30
min
60
min
120
min
3
hr
6
hr
12
hr
24
hr
Incident in
0.70
1.11
1.41
2.04
2.65
3.16
3.52
4.31
5.18
6.26
Rainfall rate in/hr
8.40
6.66
5.64
4.08
2.65
1.58
1.17
0.72
0.43
0.26
Runoff rate RR ft3/hr
9408
7459
6317
4570
2968
1770
1310
806
482
291
Net st /draindown rate
8922
6973
5831
4084
2482
1284
824
320
-4
-195
Net stg volume Bnv ft3
744
1162
1458
2042
2482
2568
2472
1920
-48
-4680
Net stg depth Bnd ft
0.261
0.411
0.51
0.71
0.87
0.90
0.861
0.67
-0.02
-1.64
Note: Maximum net storage depth considering basin draindown with an infiltration rate safety factor of 12 is 0.9 ft.
Basin depth at capacity is 1.48 ft, therefore basin does not fill or overflow for any 10-year event including a
10-year, 24-hour event.

ATae K/K6w *c /
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RHG Storm Drain
Comment: North Parking
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope .............
Manning's n.......
Discharge.........
Computed Results:
Depth .............
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
4MAX @.94D........
Froude Number.....
0.67 ft
0.0100 ft/ft
0.012
0.26 cfs
0.20
ft
2.92
fps
0.09
sf
0.24
ft
0.0055 ft/ft
30.01
%
1.33
cfs
1.43
cfs
1.35 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

A ti 4E 0J,✓I E-WT 4K F.
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RHG Storm Drain
Comment: North Parking flowing full
Solve For Actual Slope
Given Input Data:
Diameter..........
0.67
ft
Manning's n.......
0.012
Discharge.........
0.09
cfs
Depth .............
0.67
ft
Cgmputed Results:
Channel Slope.....
0.0000 ft/ft
Velocity..........
0.26
fps
Flow Area.........
0.35
sf
Critical Depth....
0.14
ft
Critical Slope....
0.0056 ft/ft
Percent Full......
100.00
8
Full Capacity.....
0.09
cfs
QMAX @.94D........
0.10
cfs
Froude Number.....
FULL
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

A 7746 jrA-TZ-V1- "' .�
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RHG Storm Drain
Comment: East parking, North End
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope .............
Manning's n.......
Discharge.........
Computed Results:
Depth .............
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
0.67 ft
0.0076 ft/ft
0.012
0.49 cfs
0.30
ft
3.14
fps
0.16
sf
0.33
ft
0.0059 ft/ft
45.44
8
1.16
cfs
1.24
cfs
1.15
(flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

4.7ae vM,�7Xf `16r I
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RHG Storm Drain
Comment: East parking,:M End t CvLntQr
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope.. .........
Manning's n.......
Discharge.........
Computed Results:
Depth.............
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
0.83 ft
0.0076 ft/ft
0.012
0.68 cfs
0.33 ft
3.40 fps
0.20 sf
0.36 ft
0.0053 ft/ft
39.69 8
2.05 cfs
2.20 cfs
1.21 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RHG Storm Drain
Comment: East parking
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope. .........
Manning's n.......
Discharge.........
Computed Results:
Depth .............
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
0.83 ft
0.0076 ft/ft
0.012
1.04 cfs
A11 NkraVT �s-
0.42
ft
3.80
fps
0.27
sf
0.45
ft
0.0058 ft/ft
50.47
%
2.05
cfs
2.20
cfs
1.17 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Q 7749 Akrex/i :0' 6
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: RHG Storm Drain
Comment: East Parking flowing full
Solve For Actual Slope
Given Input Data:
Diameter..........
0.83
ft
Manning's n.......
0.012
Discharge.........
0.37
cfs
Depth .............
0.83
ft
Computed Results:
Channel Slope.....
0.0002 ft/ft
Velocity..........
0.68
fps
Flow Area.........
0.54
sf
Critical Depth....
0.26
ft
Critical Slope....
0.0051 ft/ft
Percent Full......
100.00
%
Full Capacity.....
0.37
cfs
QMAX @.94D.....:..
0.40
cfs
Froude Number.....
FULL
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

fe 74
SHEET NO. 3
SOIL SURVEY OF DARE COUNTY, NORTH CA
N
2 Miles
Cale 1:24000 5000 Feet 10000 Feet
NORTH CAROLINA NO. 3 SHEET Nt

96 Soil Survel
TABLE 16.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS
(The symbol < means less than, > means more than. Entries under "Erosion factors--T" apply to the entire
Profile. Entries under "Organic matter" apply only to the surface layer. Absence of an entry indicates
that data were not .available or were not estimated)
Soil name and IDepthl Clay I Moist IPermeability IAvailablel Soil (Shrink -swell I factor' I Organic
map symbol I I I bulk I I water Ireactionl potential I I 1 matter
I I I density I Icapacity I I I R I T I
I In I Pct I g/cc I In/hr I In/in I pH I I I Pot
I I I I I 1 I I I 1
BaC-------------- I 0-321 0-8 11.60-1.751 6.0-20 10.02-0.0614.5-6.5 (Low ---------- 10. 101 5 I .5-1 `
Baymeade 132-461 8-26 11.45-1.601 2.0-6.0 10.10-0.1414.5-6.5 ILOw---------- 10.101 1
146-801 0-12 11.60-1.751 6.0-20 10.02-0.1014.5-6.5 ILow---------- 10.101 1 -
I I I I I I I I I I
BaA*. I I I I I I I I I
Beaches I I I I I I I I I I
I I I I I I I I I I
BnD*: I I I I I I I I I I
Beaches.
I I I I I I I I I I
Newhnn---------- I 0-801 <5 I1.60-1.751 .>20 I <0.05 I5.6-7.8 (Low ---------- 10.101 5 I <.5
1 1 1 1 1 1 1 1 1 1
BvA-------------- 1 0-381 --- 10.40-0.651 0.2-6.0 10.20-0.261 <4.5 ILOw---------- I ---- I --- 1 20-95
Belhaven 138-471 5-15 11.45-1.651 2.0-6.0 10.10-0.2413.6-5.5 ILow---------- 10.241 1 .
147-721 10-35 11.30-1.451 0.2-0.6 10.12-0.2013.6-6.5 [Low ---------- 10.241 1
I I I I I I I I I I
CaA-------------- 1 0-131 5-15 11.30-1.501 0.6-6.0 10.15-0.2214.5-6.5 ILOw---------- 10.151 5 1 5-15
Cape Fear 113-481 35-60 11.25-1.401 0.06-0.2 10.12-0.2213.6-6.0 Moderate ----- 10.321 1
148-721 5-30 11.40-1.701 --- I --- I --- I ------------- 1=---I I
I I I I I I I I I I
CeA-------------- 1 0-801 5-12 11.45-1.601 >6.0 10.02-0.1015.6-8.4 ILow---------- 10.151 5 1 .5-2 .
Carteret I I I I I I I I I I -
I I I I I I I I I I
CnA-------------- 1 0-141 --- 10.40-0.651 0.2-2.0 10.20-0.2613.6-5.5 ILOw---------- I ---- I --- 1 20-60
Conaby 114-601 5-12 11.60-1.751 2.0-6.0 10.04-0.1013.6-5.5 ILow---------- 10.101 1
I I I I I I I I I I
CoB-------------- 1 0-751 0-3 11.60-1.701 >20 10.01-0.0315.6-7.8 ILow---------- 10.101 5 1 <.5
Corolla I I I I I I I I I I
f I I I I I I
cr8+:
Corolla --------- 1 0-751 0-3 I1.60-1.701 >20 10.01-0.0315.6-7.8 (Low ---------- 10.101 5 1 <.5
I I I I I I I I I I
Duckston -------- 1 0-8 1 0-4 11.60-1.70,1 >20 10.02-0.0813.6-8.4 ILow---------- 10.101 5 1 .5-3 S
1 8-801 0-4 11.60-1.701 >20 10.02-0.0513.6-8.4 ILow---------- 10.101 1 G
1 1. 1 1 1 1 1 1 1 1
CuA-------------- 1 0-171 --- 10.25-0.401 0.6-6.0 10.25-0.3514.5-5.5 (Low ---------- 1--c-1 2 1 --- .
Currituck 117-401 --- 10.35-0.551 0.6-6.0 10.25-0.3513.6-5.5 ILow---------- I ----I I z
140-651 3-10 11.60-1.751 6.0-20 10.04-0.0913.6-5.5 ILow---------- I ---- I I 7
I I I I I I I I I I
DtA-------------- 1 0-8 1 0-4 11.60-1.701 >20 10.02-0.0813.6-8.4 (Low ---------- 10.101 5 1 .5-3 t
Duckston 1 8-801 0-4 11.60-1.701 >20 10.02-0.0513.6-8.4 ILow---------- 10.101 1
I I I I I I I I I I `
DUE* ------------- 1 0-601 0-1 1' =-- 1 >20 10.03-0.041 --- ILow---------- 10.101 5 1 <.1
Dune land
DwE*: I I I I I I I I I I
Dune land ------- 1 0-601 0-1 1 --- 1 >20 10.03-0.041 --- ILow---------- 10.101 5 1 <.1
I, 1 1.. I I I I I I I
Newhan---------- 1 0-801 <5 11.60-1.751 >20 1 <0.05 15.6-7.8 ILow---------- 10.101 5 1 <.S
I I I I I I I I I I
FrD-------------- 1 0-4 1 <5 11.30-1.701 6.0-20 10.02-0.0815.1-7.8 ILow---------- 10.101 5 1 <1
Fripp 1 4-801 <5 11.30-1.701 6.0-20 10.01-0.0315.6-7.8 ILow---------- 10.101 1
I I I I I I I I I I
HoA-------------- 1 0-161 --- 10.20-0.651 0.6-6.0 10.20-0.2514.5-5.5 ILow---------- I ---- I --- 1 20-60
Hobonny 116-721 --- 10.40-0.701 0.6-2.0 10.20-0.2513.6-5.5 ILow----------10.151 1
I I I I I I I I I I
See footnote at end of [able.

' Precipitation Frequency Data Server
/Z /./
Page 1 o14
.�ZT,d2'��✓ 'Y 9
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.976 N 75.641 W 0 feet
from "Precipitatioa•Frequeay Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bamun, D. Martin, B. Lin, T. Parzybok M.Yelna, and D. Rilay
NOAA. National weather service, Silver spring, Maryland, 2004
Extracted: Thu Asia 192010
Precipitation Frequency Estimates (inches)
ARI"
(y )-
ears
5
min
10
arm
�����
15
min
30
min
60
min
20
3 hr
6 hr
12 hr
24 hr
48 hr
4 dev
7 day
10
a
�����
20
da
30
da
45
d
60
arm
1�0.45
0.72
0.91
1.24
1.55
].76
1.93
2.37
2.82
3.35
3.91
4.39
5.04
5.69
7.57
9.30
11.44
13.68
-2
0.85
1.07
1.48
1.86
2.12
2.34
2,86.
3.41
4.08
4.74
5.32
6.07
6.82.
9.01
11.05
13.34
16.13
00.62
0.99
1.25
1.77
2.28
2.65
2.93
3:60
4.30
5.27
6.08
6.76
7.62
8.44
]0.95
13.28
16.17
19.04
10..
0.70
1.11
1.41
2.04
2.65
3.16.
3.52..
4.31.
5.18
6.26
7.23
7.95
8.89
9.78
12.54
15.07
18.33
2137
25
0.79
1.25
1.59
2.35
3.13
3.80
4.29
5.28
6.38
7.73
8.96
9.68
10.73
11.69
14.79
17.52
21.36
24.55
0
0.86
1.37
1.73
2.61
3.54
4.37
4.97
6.16
7.49
9.00
10.46
11.14
12.26
13.28
16.63
19.48
23.83
27.06
100
0.93
1.48
1.87
2.86
3.94
4.95
5.70
7.08
8.66
10.39
12.13
12.72
13.89
14.97
18.56
21.48
26.38
29.59
1.00
1.58
2.00
3.11
4.36
5.58
6.50
8.09
9.98
11.93
13.99
14.43
15.65
16.78
20.59
23.53
29.05
32.17
500
1.09
1.72
2.17
3.44
4.94
6.45
7.63
9.55
11.88
14.21
16. 1
F17.17
18.19
19.37
23.45
26.34
32.77
35.66
1000
1.17
1.83
2.30
3.73
5.44
7.20
8.64
10.87
13.62
16.16
19.24
19.57
20.30
21.50
25.76
28.54
35.73
38.34
-Theseprec41 1 bequency w9 1 enbeardonatarsaldwOonodes.ARIla Me AvaWRaunamIntaM.
Pbwe rend te NOAA Atlee 14 DoeumeM fcrmora IrdomMon. NOTE: Parenting IaMa MCrneOw wazao te qp�w zao.
" Upper bound of the 90% confidence interval
Precipitation Frequency Estimates inches
ARP"" 5 10 15 30 60 120 3 6 11 24 48 4 7 10 20 30 45 60
(years) min aria min min min min hr hr hr hr hr da da day day day day day
11
0.50
0.80
0.99
1.36
1.70
1.93
2.13
2.61
3FI47
3.65
4.30
4.81
5.52
6.17
8.13
9.92
12.17
14.46
0.58
0.94
1.18
1.62
2.04
Efl
2.57
3.15
3.80
4.44
5.20
5.83
6.66
7.40
9.69
11.78
14.40
17.07
0
0.68
1.08
1.37
1.94
2.49
2.91
3.23
3.97
4.79
5.71
6.66
7.40
8.34
EE
11.76
14.14
17.20
20.12
10
0.76
].22
1.54
2.23
2.90
3.45
3.85
4.74
5.75
6.78
7.91
8.69
9.72
]0.58
1 -
16.03
19.48
22.59
�
0.85
1.36
1.73
2.56
3.41
4.15.
4.69
5.78
7.05
8.36
9.78
10.57
11.71
12.64
15.87
18. 66
22.69
25.95
50
0.93
1.49
I.88
2.84
3.85
4.76
5.42
6.71
8.24
9.73
11.41
12.13
13.37
14:36
17.83
20.76
25.32
28.62
100
1.01
1.61
2.03
3.11
4.29
5.39
6.22
7.71
9.53
11.22
13.25
13.88
13.15
16.20
19.93
22.96
28.07
31.37
200
1.08
1.72
2.17
3.38
4.74
6.08
7.07
S.81
10.97
12.91
15.34
15.76
17.11
18.18
22.15
25:22
31.00
34.18
500
1.19
1.87
2.36
3.75
5.38
7.03
8.30
10.40
13.06
15.47
18.50
fl
19.95
21.13
25.32
28.42
35.13
38.04
1000
1.27
2.00
2.51
4.07
5.94
7.85
9.40
I1.84
14.99
17.68
21.27
21.59
22.37
23.57
27.92
30.92
38.47
41.I0
• The upper band of the wrilidaree Interval at 90%cmAdena level Is the value which 5%of the eknuhted quash Mow M a given fiaquemy am greater Men.
•' Thew precontion haquenry, eetlmetes se bond on a radial duration sal". ARI Is Me Averpa Racatence InWM.
Plow rderto NOAA Alm 14 Decanters for mare hdarnation NOTE: Formanng prevents aeanetea nearzm to appe r as zao.
" Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARP*" 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(yearo) min min min min min min hr hr hr hr hr da da da day day day 11 day
=10.41
0.66
0.83
1.13
1.41 1.60
1.76
2.16
2.56
3.09
3.58
4.04
4.6E
5.27
7.08
8.74
10.76
12.91
�2
0.49
0.78
0.98
1.35
1.70 1.93
2.13
2.60
3. 88
3.76
4.35
4.88
5.58
6.32
8.43
10.38
12.74
15.24
=5
0.56
0.90
1.14
1.62
2.08 2.41
2.67
3.27
3.88
4.84
5.58
6.21
6.99
7.81
10.24
12.46
15.18
17. 88
10
0.63
1.01
1.28
1.86
2.42 2.86
3.19
3.90
4.66
5.74
6.61
7.27
8.12
9.02
11.70
14.10
17.16
20.16
nnnnnnnnnnnnnnnnnnnn
III
http://`hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?typ"f&units=us&series--pd&stater a... 8/19/2010