WB_17-04_ Alpha

CAMA
MINOR DEVELOPMENT
PERMIT
"authorind by the State of North Carolina, Depsrtntant of flmrironmental
Quality and the Coastal Resources Conuniasion for development
In an area of environment concern purmont to Section 113A-118 of the
Gen" Statutes, "Coastal Area ManagamsiW'
Issued 10 Alpha Mollgig CLor or oh, authorizing development In the Estuarine Shoreline (AEC) at 19 East
Faille Street In Wrightsville Beach, North Carolina as requested in the pemtiiilae's application, dated Aorit 19.`
Wj and ac-cepted as coinplete oApril 24, 2017. This permit, issued on Sepbmber 2& 2017, after being pl&;f c a
told May 18. 20V is subject to compliance with the application and site drawing (where consistent with the permit,, all
applicable regulations and special conditioris and notes set forth below. Any violation of these term may subject the
permittee to a fine, imprisonment or civil action, or may cause the permit to be null and void.
''HIS PERMIT AUTHORIZES: The construction of a newsingle family dwelling.
Ali proposal developmetnt and asmciated consirtzliur, must be done in accprdwce with the permitted tvoric platdrawirx*s,
dated received on Sentem& 18a 2017,
All construction must oonform to the KC. Building Code requirements and all older Local, Stale and Federal regulations, in':
addition to all applicable Mai ordinances ;and rEMA Flood Reguiations.
Any change or Changes in the plans for deveoopment, vonstruction, or land use activities Wf! require a re-evaluation and,
fnodificatioi't of this perrnii-
A copy of this permit shah be posted of avaitable on site, �g office must be contacted upon the completion of work to
conduct a final inowtion. Please call 910-256-7937 or email txIKf1ra.) !2±1b.q to schedule a final inspection.
!Additional Permit Conditions on Page 94
Inh pameit action may to appseled by to permitted or oth" qualified powns
within twenty (20) days of the issuing date. Ths permit must be an the pr,*YA rVo
and accessible to the pa nOt officer when the project is ktapet:ted for caxnphance.
Any mardmu rce work or project moftcation not covered under itrs perm,
require further wdttem Pam* awroeral. Afi work must Cease wfeen th's prrmir
argues on:
Q�.'r'�M@Si 31.201rJ
In issu% this pwrr* R is :greed trial I* projects consisiem wile the fora! Land
Use Pier, and ad apptigaW ordinaries. This pwrnt may not to tr&-Akrred to
arolher partywotout the wren nppravo of the Dlvfsiw at Coastal Management.
--04 s
Tony Wilson
CAMA LOCAL PERMIT OFFICIAL
321 Causeway Drive
Wrightsville Beach., NC 28460
PERMITTEE
(Signature required 0 conditions above �/toj

41_
Name: Alpha Mortgaga Cor
Minor Permit # 1N61744
royc }
5) Pursuant to 15A NCAC, Sul chapter 7,i.0406(b), this permit may not be assigned, transferred, sold or otherwise
disposed of to a third -party.
(6) All unconsolidated material resulting from a&soaiatpd grading and landscaping shall be retained of site by effective
sedimentation and erosion control trtpasures. INs#rutted areas shall he vegetatively stabilized (planted and
07 mulched) within 14 days of construction complctlt n, A protective barrier constructed of filter cloth must be
placed between the development activities and the adjacent waterway, this barrier must be maintained for
the entire duration of the project, if the protective barrier is found to not be in place a Notice of Violation
may be issued
(7) Pursuant to 15A NCAC, Subchapter7.j,1200, the Static Line Exception rule will be applied and therefore no portion
of a building or structure shall extend ocearmFrd of the lanoward-most adjacent structure.
(8) This permit does not authorize devo tpment within any wetlands or open water areas,
(s) AN disturbed areas shall be vepptatvely stabilized (planted W mulched) within 14 days of rA)nstruction
compl
etion.
(10) Ali sand removed frori the property trust be retained and moved forward to stabilize the existing dunes iii
accordance Wqh 15A NCAC, Subchapter 7R030(b3.
(11) Dune walkover may not be constructed unless approved by the Town of Wrightsville Beach Board of Alderrtten.
(12) The rear deck must meet the'iown's 7 "2 foul setback
(13) Pool rrus' be constructed at grade level or elPyated using breakaway materials.
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GENERAL INFORMATION
LAND OWNER n _
Name 1i�� �� Q �O�GIG c e i
n
Address�?j,�1
city(, State i t' Zi - Phone q tP 1 a—Ciq 0- 9
Email i'V1 � D CLA
AUTHORIZED AGENT
Name�i�''CC�-�1.�nl.0
Address c ' L4 7�
City State �� ��
Email CO�Pr�Cdl1��--
LOCATION OF PROJECT. (Address, street name and/or directions to site. If not oceanfront, what is thea name of the
adjacentwaterbody.) kc1 >:. EC:�&aF QVItl,( S , (-&�KS(Vti'�IS�Il 1l N oZ}�� Ol7
DESCRIPTI N OF PROJECT: (List all proposed construction and land disturbange.) "k;Sl-,s--A-Ve1 C.S \C\a e.
0\ri\ICs Crtc�
SIZE OF LOTMARCEL: L4 19 t . Lr square feet 1 acres
PROPOSED USE: Residential &--" (Single-family [4ulti-family R ) Commercial/Industrialo Other
COMPLETE EITHER (1) OR (2) BELOW (Contact your Local Permit Officer If you are not sure which AEC applies
to your property):
(1) OCEAN HAZARD AECs: TOTAL FLOOR AREA OF PROPOSED STRUCTURE;` `;�?soare feet (includes
air conditioned living space, parking elevated above ground level, non -conditioned space elevated above ground level but
excluding non -load -bearing attic space)
(2) COASTAL SHORELINE AECs: SIZE OF BUILDING FOOTPRINT AND OTHER IMPERVIOUS OR BUILT
UPON SURFACES: square feet (includes the area of the roof/drip line of all buildings, driveways, covered decks,
concrete or masonry patios, etc. that are within the applicable AEC, Attach your calculations with the project drawing.)
STATE STORMWATER MANAGEMENT PERMIT: Is the project located in an area subject to a State Stormwater
Managelnent Permit issued by the NC Division of Water Quality?
YES NO_,,/
If yes, list the total built upon area/impervious surface allowed for your lot or parcel: © square feet.
;-iEC,.. 'VE®
DGM WILMINGTON, NC
MAY 082017

'OTHER PERMITS MAY BE REQUIRED: The activity you are planning may require permits other than the CAMA
minor development permit, including, but not limited to: Drinking Water Well, Septic Tank (or other sanitary waste
treatment system), Building, Electrical, Plumbing, Heating and Air Conditioning, Insulation and Energy Conservation, FIA
Certification, Sand Dune, Sediment Control, Subdivision Approval, Mobile Home Park Approval, Highway Connection, and
others. Check with your Local Permit Officer for more information.
STATEMENT OF OWNERSHIP:
I, the undersigned, an applicant for a CAMA minor development permit, being either the owner of property in an AEC or a
person authorized to act as an agent for purposes of applying for a CAMA minor development permit, certify that the person
listed as landowner on this application has a significant interest in the real property described therein. This interest can be
described as: (check one)
✓an owner or record title, Title is vested in see Deed Book
page --AS\ k in the [\l-C W i�C�.fl �(21� County Registry of Deeds.
an owner by virtue of inheritance. Applicant is an heir to the estate of
probate was in
County.
if other interest, such as written contract or lease, explain below or use a separate sheet & attach to this application.
NOTIFICATION OF ADJACENT PROPERTY OWNERS:
I furthermore certify that the following persons are owners of properties adjoining this property. I affirm that I have given
ACTUAL NOTICE to each of them concerning my intent to develop this property and to apply for a CAMA permit.
(Name) (Address)
(1)
(2)
(3)
(4)
ACKNOWLEDGEMENTS:
I, the undersigned, acknowledge that the land owner is aware that the proposed development is planned for an area which
may be susceptible to erosion and/or flooding. I acknowledge that the Local Permit Officer has explained to me the particu-
lar hazard problems associated with this lot. This explanation was accompanied by recommendations concerning stabiliza-
tion and floodproofing techniques.
I furthermore certify that I am authorized to grant, and do in fact grant, permission to Division of Coastal Management staff,
the Local Permit Officer and their agents to enter on the aforementioned lands in connection with evaluating information
related to this permit application.
This the day of ►'t , 20 i
Landowner or pexswaut�orized to act as his/her agent for purpose of filing a CAMA permit fp'plication
This application includes: general information (this form), a site drawing as described on the back of this application, the
ownership statement, the Ocean Hazard AEC Notice where necessary, a checkfor $100.00 made payable to the locality, and
any information as may be provided orally by the applicant. The details of the application as described by these sources are
incorporated without reference in any permit which may be issued. Deviation from these details will constitute a violation of
any permit. Any person developing in an AEC without permit is subject to civil, criminal and administrative action.
<ECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

0i =14( APPLICATION FOR
CAMA MINOR
DEVELOPMENT
PERMIT
In 1974, the North Carolina General Assembly passed the Coastal Area Management Act
(CAMA) and set the stage for guiding development in fragile and productive areas that
border the state's sounds and oceanfront. Along with requiring special care by those who
build and develop, the General Assembly directed the Coastal Resources Commission
(CRC) to implement clear regulations that minimize the burden on the applicant.
This application for a minor development permit under CAMA is part of the
Commission's effort to meet the spirit and intent of the General Assembly. It has been
designed to be straightforward and require no more time or effort than necessary from
the applicant. Please go over this folder with the Local Permit Officer (LPO) for the
locality in which you plan to build to be certain that you understand what information he
or she needs before you apply.
Under CAMA regulations, the minor permit is to be issued within 25 days once a
complete application is in hand. Often less time is needed if the project is simple. The
process generally takes about 18 days. You can speed the approval process by making
certain that your application is complete and signed, that your drawing meets the
specifications given inside and that your application fee is attached.
Other permits are sometimes required for development in the coastal area. While these
are not CAMA-related, we urge you to check with the Local Permit Officer to determine
which of these you may need. A list is included on page two of this folder.
We appreciate your cooperation with the North Carolina Coastal Management Program
and your willingness to build in a way that protects the resources of our beautiful and
productive coast.
Coastal Resources Commission
Division of Coastal Management
2cie;V el (i l 11-7 �CCe P W cemI 1-e+e 4Iqq 117
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�SS vcc�
DCM Form EB 1952-2010/Revised April 2010
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RECEIAD
DCM WILMINGTON, NC
APR 2 4 2017

OCEAN HAZARD AEC NOTICE
Project is In an Ocean Erodible Area '�
High Huard Flood. Area - Inlet Hazard Area
At 1? Gt� i� Sr i �'LC� Cvr '►`�h
Prope ft Owner.
it�e�y�:
T �+
Property Address: -eke Vi I 1 e
Dais Lot Was Platted.
This notice is hftnded to make you, the applicant, aware of the
SPECIAL NOTE: This hazard notice is required for
special nab and conditions associated with development in this
development in areas subject to sudden and massive storms and
area, which is subject to nateusl hamdo such as stotms;.erosion
erosion. Permits iss '.- development in." area expire on
and curmIts. The rules of the Coastal lteso uoes Commission
December 31 of the thud ;gear followiDg the year iri which the
require that you receive as fit: Hazard Notice and
permit was ironed 5h ttly bpfte work begins an tbea prroject
arlQiowladge. ;aw imiice. >ia writing before' a . "pr* .for
site, the local Permit .(;dogst1fi0tuzontactedtDdetchnine the
d4ve1 mad.AdU ..
_ vegetation lime and setback tlramuce a yaiur site. 1f theg Oaperiy
has rear halo change sine 166 0M. apew the
Tlic.,rulea cos balding etenderds, oces�nfront
proposed aevot nsn4et �e`sac
aetb tea atteeirns era desigaed$a.lht not
aivanmate, p np�atp leer fium hazatds. IIY l
the LPO will infoxm you; tlt yeti wo;iru
Foggy on the, project be made^3 um 60 d;yo. � this
Coastal lteaom�stre t✓auuflissio�a tiriee: ftre rafetY of
sethaak;d ar air stoat k:momPe 4 Also,
the devo�pmeni`and ass u n6 ality for'firNre damage to
the octturar of s # tcepiitre tis ate ,of a
I he develapm�rt. Pe�mrts m # (ioeaq tiwad Arcs of
storm within tits 60-�Y. tsbo n
Eavirom�ie C sn ids Wn boa thak be
of the setback $ is t':8rat you 'hear with tiie..PO
reio�iett idr daemaaatied if their ''threatened
before tba RppmOvel to continue the
by 6e
work at3ei the 'permit "has expired Gwa% ' if %m]dation
relocated air. wed tfi►tNsm t�ao . (2)" years oP - 0coming
.
pi"liap. have been placed and substantial lttogtma °ie gom5nuin8,
ti3'' and m.aay ease aeon eolla}»e or
petmit.ienewa can be amtiianud,:II is wolswfitl ba. ootdtntie
sub itloita : ..
work after pesrft.eatpuptian.
The beat available in>ation, as accepted by the Coastal
For more
R:esouroes Commission, indicates that the annual Ions-term
average eroswn roe fvr the area when your property is
located is feet
14Y. : ;( '
--• .,,- .. ��-..
per
Lc�f Fentai t�licer'
The laic q►s4 a bX l of aerial
?3bB i#`t talrea�z►eYthet:SUyears,
�-Ay•c WQ
I ✓ �P`
}7'�."'v `.v`.w'..yr•! a�s ag
t _
J04rtY�L:'
i I
ThA, �waters in a ��' areto be abeait
i ,
��(' , a S �;�
deep in this area ..
La�llty
Preferred ocea dmut prntecticm measures are beach uourisshm�emt
and,a41.,ilGL64 eros%n cxrnfrolLiwA;i`:
struca>ire such as Tds, aeralls, revetme gri, jetties
t
:Phoe.l�.: t
awl bieakwat sra:pzo}ubi od. dapomrf sand''tay die
,
authouzed u ndo r certain conditiats.
The, applicant tmiat .acknowledge:; this infeemdipn end"
idsoonts bysignmg this notice:in *0 space itelanr ifhout
.
tl , the application wM not be
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DClril'W LMfNGTON, NC
APR 242017

AGA
KNEW
North Carolina Department of Environment and Natural Resources
Pat McCrory Donald R. van der Vaart
Govemor
Secretary
AGENT AUTHORIZATION FORM
Date: f I ZCA 7
Name of Property Owner Applying for Permit; Name of Authorized Agent for this project:
C)-fi6aaC��ati �t a �-t r-,�n `3 1� ► ter, o�(�
Owner's Mailing Address:
3J 1 C�,�ye r,�.�-,.er• t C.�-�- r �r
Agent's Mailing Address:
2-4-13
Email: 1Y1t 1 _,����'������✓ X. • C, Email: i `QislS�si4�r �"1L�1(tk
Phone (9� Ly1�- a���} Phone fgt0)�ll��]Lp�
I certify that I have authorized the agent listed above to act on my behalf, for the purpose of applying
for, and obtaining all CAMA Permits necessary to install or construct the following (activity):
c� c— n ( z fry r,n 1� Ins rv`sz
For my property located at
This certification is valid 1 year from (date) �( /7 1.)-('o
Property Owner Signature Date
N.C. Division of Coastal Management
127 Cardinal Drive Ext., Wilmington, NC 28405
Phone: [phone] FAX: [phone] Internet: www.ncooastaimanagement.net
RECEIVED
An Equal OpportumlylAfhrmefiveActon Empbyer DCM WILMINGTON, NC
APR 2 4 20171

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Dear Adjacent Property;
This letter is to inform you that I, Y�'L�f�Zt
�l' have applied for a CAMA Minor
Propert}r Owner
Permit on my property at _I I . rpj
Proerty Address in New Hanover
County. As required by CAMA regulations, I have enclosed a copy of my permit application and project
drawing(s) as notification of my proposed project. No action is required from you or you may sign and return
the enclosed no objection form. If you have any questions or comments about my proposed project, please
contact me at i C) -- LP is — q C{ q q ,or by mail at the address listed below. If you wish to
Applicant's Telephone
file written comments or objections with the Town of Wrightsville Beach CAMA Minor Permit Program, you may
submit them to:
Zachary C. Steffey
Local Permit Officer for Town of Wrightsville Beach
321 Causeway Drive
Wrightsville Beach, NC 284B
Sincerely,
Owner
Matting Address
tUt; a��o3
City, State, Code
RECEIVED
0CM WILMINGTON,
APR 2 4 2017

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Dear Adjacent Property: t-
This letter is to inform you that I, have applied for a CAMA Minor
Property Owner
Permit on my property at in New Hanover
party Wdress
County. As required by CAMA regulations, I have enclosed a copy of my permit application and project
drawing(s) as notification of my proposed project. No action is required from you or you may sign and return
the enclosed no objection form. If you have any questions or comments about my proposed project, please
contact me at C1 I Q ^ LP la — C1 q q 9 or by mail at the address fisted below. If you wish to
Applicant's Telephone
file written comments or objections with the Town of Wrightsville Beach CAMA Minor Permit Program, you may
submit them to:
Zachary C. Steffey
Local Permit Officer for Town of Wrightsville Beach
321 Causeway Drive
Wrightsville Beach, NC 284
Sincerely,
Property Owner
3z Arl;
Mailing Address
City, State, Code
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

Date
Adjacent Prope Owner
s �c
Maifinq Address
City, State, Zip Code
Dear Adjacent Property:
AA
This fetter is to inform you that I, 0AnFL-y "�� lam■ Nhave applied for a CAMA Minor
Property Owner
Permit on my property at �1 . G in New Hanover
perty Address
County. As required by CAMA regulations, I have enclosed a copy of my permit application and project
draWng(s) as notification of my proposed project. No action is required from you or you may sign and return
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the enclosed no objection form. If you have any questions or comments about my proposeid project, please
contact me at q 1 Q ^ Ln 1 a " q q Q i or by mail at the address listed below. If you wish to
Applicant's Telephone
file written comments or objections with the Town of Wrightsville Beach CAMA Minor Permit Program, you may
submit them to:
Zachary C. Steffey
Local Permit Officer for Town of Wrightsville Beach
321 Causeway Drive
Wrightsville Beach, NC Z
Sincerely,
Property Owner
1320 Arhe
Mailing Address
WUnitrX
City, State, Code
Postmark
Here
04/17/2017
3t�o
RECEIVED
DCM WILMINGTON,
APR 2 4 2017

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pear Adjacent ProPery have app
This letter is to inform Y
ou that 1, Propety Owner in New Hanover
C G rty Address
Permit on mY property at of my permit appiicatwn and Project
a copy
CAMA regulations, l have enclosed you or you may sign and return
required by on is required from Y
County• As � roposed Project. No ach act, please
proposed proj
s as notification of MY P mments about my p ,
drawing(1 uestions or co if ou Wish to
ob'ection form' if you have any q address listed below. Y
the enclosed no 1 q or by mail at the
� ' �' 1 � f � it Progr�rr- You may
contact me at Applicant s Telephone CAMA Minor Perm
Town of Wrightsville Beach
comments or objecftons with the
file written Zachary C• SteffeY
subrnitthem to: Local Permit Officer for Town of Wnghtsviite Beach
321 Causeway NC e
Wrightsville Beach,
Sincerely,
Owner
Ma�in9 Address
City, State, Code
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

.�a
TOWN OF WRIGHTSVILLE BEACH
DEPARTMENT OF PLANNING & INSPECTIONS
321 CAUSEWAY DRIVE P.O. BOX 626
WRIGHTSVILLE BEACH, N.C. 28480
This zoning verification document is not all-inclusive. Ftuthetmore, these regulations are subject to
change. Additional, ordinance and regulatory- requuements such as storm -water runoff retention, flood
ordinances, and building code, are reviewed before a zoning or building permit is issued. For a more
detailed analysis of development requirements, please submit preliminary plans to the Department of
Planning and Inspections for fiuther review and commentaty. If you have any further questions or
concerns please feel free to contact me at 910-239-1748 or at zsteffeyrr towb.or.
Respectfully,
Zachary Steffey
Town Planner
cc: Tony Wilson, Director of Planning & Parks
Tara MacPherson, DCM Field Specialist
-VED
v1'NILMINGTON, NC
mAY o 8 2017

I
/ Town of Wrightsville Beach
J Zonincr Veriftcatlon Reauest (ZVR15116) J
Please complete the sections below and submit this request to the Planning & Inspections
Department for the Town of Wrightsville Beach along with a payment of $75. Mailing address: P.O.
Box 626 Wrightsville beach, NC 28480.
Property Informatlon:
Address:_ f QI i f :i''GLA-+e- Q V-
Property Owner.: M i (-�a_aA L'�' P-C 2.
t
Email: (v�'<D k21�p q L a �
Applicant:
Email; fM10-4'NAr Phone:
� rn
Land Use: lzi N U.i I�iSY�i� Q
Lot Size: • It j acre Structure Area: Gj sq ft
List the it1 Cormation that needs to be included in the Zoning Verification Document:
**I understand that the fee for this application/request is non-refbndable.**_ (111ifial)
**t furthermore certify that f am authorized to grant and do in fact grant permission to Planning Staff and
his/her agents to enter on the aforementioned lands in col) c • n with evaluating information related to this
permit applicatloii.** (luiliaf)
Applicant Signature:` bale: o
For Staff Use:
Zoning District: Q� - I
Flood Zone: - V r-- \.tA
Lot Size: 5'vov ;e. 11:.
Land Use: V,. -- �� r
Conforming: Yes: _ No: ✓
Application Received On: Fee Received: Yes; / No_: _
Notes:
vED
NGTON, N

4�y1Lgot td
• TOWN OF WRIGHTSVILLE BEACH
PLANNING AND PARKS - 321 CAUSEWAY DRIVE - P.O. BOX 626
WRIGHTSVILLE BEACH, N.C. 28480 - 910-256-7937
M c.
May 18, 2017
Alpha Mortgage Corporation (Applicant)
301 Government Center Drive
Wilmington, NC 28403
RE: INCOMPLETE APPLICATION — ADDITIONAL INFORMATION REQUIRED
APPLICATION NUMBER — WB17-04
PROJECT LOCATION/ADDRESS —19 East Fayetteville St, Wrightsville Beach, NC 28480
Alpha Mortgage Corporation:
We originally accepted your application as complete on April 24, 2017. On subsequent review, we
have determined that additional information is needed to complete the review process. Accordingly, I
am requesting that you submit the following additional information to this office:
1. Identification of 1939 Property Line
2. Static Vegetation Line labeled
3. Additional information based on continued review by Town Staff
In accordance with the Department of Environment and Natural Resources regulations, we note that
a certain time has passed while the application has remained in our office. Upon resubmission of a
complete application, a local decision will be made in 2 days, provided this period is not extended as
provided by law.
Please contact me at [phone] if you have any questions.
Sincerely,
Tony Wilson, Director of Planning & Parks
Town of Wrightsville Beach
DECEIVED
DCM WILMINGTON, NC
MAY 19 2017

A16 1-7--C)5k
Simpson, Shaun
From: Kate Eames <[e-mail]>
Sent: Monday, May 22, 2017 12:23 PM
To: Danielle Villegas
Cc: [e-mail]; David Spetrino; MacPherson, Tara; Spears, Courtney;
Simpson, Shaun; Tony Wilson
Subject: Re: CAMA permit application hold status WB17-04 for 19 E Fayetteville ST
Danielle,
We are making the survey edits as requested. Once the #1 and #2 requests of the letter are made, we'll resubmit
the first page of our plans to be included with the CAMA/Zoning plan set. Can we resubmit this plan sheet via
a PDF attachment or will the Town need a hard copy to be submitted?
Also, I understand that when we met last week, questions were raised on a few items. Can you elaborate on
"#3. Additional information needed" as to what exactly the Town is inquiring about?
Thank you for your assistance in this matter.
Kate Eames, P.E.
Plantation Building Corp
910.899.8162
W WW.PLANTATIONBUILDINGCORP.COM
On May 19, 2017, at 9:27 AM, Danielle Villegas <dville as u�towb.org> wrote:
Thank you everyone for meeting with us as we continue to review the CAMA
application WB17-04 for 19 East Fayetteville Street. However, due to
additional information needed, we will be placing this application on hold.
Attached is the letter detailing the hold process. If you have any questions,
please contact Tony at [e-mail].
Thank you,
Danielle Villegas
Planning Technician
Planning & Inspections
Town of Wrightsville Beach
[phone]
<WB 17-04 for 19 E Fayetteville St Hold Letter.docx><WB 17-04 for 19 E Fayetteville St Hold
Letter.docx>
1

Find A Parcel
February 27, 2017
9 Local Addresses Parcel Boundaries
Municipal Boundaries
Real Property Owners
Dimensions Property
Dimensions ROW
1:500
0 0.004
0.008 0.016 mi
0 0.0045 0,009
0.018 km
New Hanover County, NC
New Hanover County GIS
The information made avalable by this service originates from the county's
building permitting and inspections records. This GIS renderings refreshed
on amonthty basis.
RECEIVED
DCM wiUNQ 0N, NC
New Hanover County, NC
APR 2 4 2017

Zach,
Did you get a chance to review this survey to see if it has all the information that you think CAMA would require? I know
the 1939 Building line was missing.
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandW!Iliams.com
602 Causeway Drive I Wrightsville Beach I NC 1 28480
From: Derek Danford fmailto:[e-mail]
Sent: Tuesday, November 08, 2016 4:07 PM
To: 'Zach Steffey'
Cc: 'Jim Hardee'
Subject: 19 E Fayetteville St -Lopez Lot -Building line?
Hi Zach,
I believe everything has been addressed on this map ... except the 1939 BUILDING LINE. The BUILDING LINE MAP was
tied to old jettys, which don't exist. Can you please provide any guidance to how I can derive the 1939 Building
Line? Also, can you please review the map overall?
Thank you for your assistance.
Derek
Derek Danford, PLS
NC Professional Land Surveyor L-4528
Danford & Associates Land Surveying, PC
4002 1/2 Oleander Drive Suite 203
Wilmington, NC 28403
[phone]
[BANFORD
&ASSOCIATES
LAND SURVEYING, P.C.
SURVEYING, CONSULTING & ELEVATION CERTIFICATION
Serving all of NC... especially New Hanover, Brunswick and Pender Counties.
NOTICE: This electronic correspondence and all attachments may contain privileged information intended
only for the use of the addressee. Any information contained within this correspondence is provided for
your convenience. No assertion of accuracy is made by Danford & Associates Land Surveying, P.C. unless
physical documents are obtained, sealed AND signed. User assumes all responsibility for use of this digital
information.
No virus found in this message.
Checked by AVG - www.avg.com
Version: 2015.0.6201 / Virus Database: 4664/13384 - Release Date: 11/10/16
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

No virus found in this message.
Checked by AVG - www.avg.com
Version: 2016.0.7859 / Virus Database: 4728/13503 - Release Date: 11/29/16

To: Jim Hardee
Subject: RE: 19 E Fayetteville St
Jim,
I am going to run this by DCM to see if they can confirm that everything is correct. —Zach
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Hardee [mailto:[e-mail]]
Sent: Thursday, November 10, 2016 11:48 AM
To: Zach Steffey <[e-mail]>
Subject: FW: 19 E Fayetteville St
Zach,
Did you get a chance to review this survey to see if it has all the information that you think CAMA would require? I know
the 1939 Building line was missing.
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandWilliams.com
602 Causeway Drive I Wrightsville Beach I NC 128480
From: Derek Danford Finailto:[e-mail]]
Sent: Tuesday, November 08, 2016 4:07 PM
To: 'Zach Steffey'
Cc: 'Jim Hardee'
Subject: 19 E Fayetteville St -Lopez Lot -Building line?
Hi Zach,
I believe everything has been addressed on this map ... except the 1939 BUILDING LINE. The BUILDING LINE MAP was
tied to old jettys, which don't exist. Can you please provide any guidance to how I can derive the 1939 Building
Line? Also, can you please review the map overall?
Thank you for your assistance.
Derek
Derek Danford, PLS
NC Professional Land Surveyor L-4528
RECEIVED
DCM WILMINGTON, NC
3 APR 2 4 2017

Danford & Associates Land Surveying, PC
4002 1/2 Oleander Drive Suite 203
Wilmington, NC 28403
[phone]
0 DANFORD
&ASSOCIATES
LAND SURVEYING, P.C.
SURVEYING, CONSULTING & ELEVATION CERTIFICATION
Serving all of NC.. especially New Hanover, Brunswick and Pender Counties.
NOTICE: This electronic correspondence and all attachments may contain privileged information intended
only for the use of the addressee. Any information contained within this correspondence is provided for
your convenience. No assertion of accuracy is made by Danford & Associates Land Surveying, P.C. unless
physical documents are obtained, sealed AND signed. User assumes all responsibility for use of this digital
information.
No virus found in this message.
Checked by AVG - www.avg.com
Version: 2015.0.6201 / Virus Database: 4664/13384 - Release Date: 1 l/10/16
No virus found in this message.
Checked by AVG - www.avg_com
Version: 2016.0.7859 / Virus Database: 4728/13503 - Release Date: 11/29/16

Zach Steffey
From: Zach Steffey
Sent: Friday, November 18, 2016 2:06 PM
To: 'MacPherson, Tara'
Subject: Survey for 19 East Fayetteville Street
Attachments: Survey for 19 East Fayetteville Street.pdf
Hey Tara,
The attached survey goes with the paperwork that I gave you this morning. Please let me know if everything looks
consistent with DCM's rules. I hope that you feel better soon! —Zach
C-moil correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

Zach Steffey -
From: MacPherson, Tara <[e-mail]>
Sent: Friday, January 20, 2017 9:31 AM
To: Zach Steffey
Subject: RE: 19 E Fayetteville / Questions
Hi Zach, I can't remember if I responded to this or not. I just got back from leave. There is nothing in the rule regarding
drip -through decking that I can find. The concern is sand accumulation. They also cannot be roofed.
I am playing catch up but email me if you need anything!
Tara MacPherson
Field Specialist
NC Division of Coastal Management
Department of Environmental Quality
910 796-7425 office
910 395-3964 fax
[e-mail]
127 Cardinal Drive Ext
Wilmington, NC 28405
Nothing Compares -,-,-
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Zach Steffey [mailto:[e-mail]]
Sent: Tuesday, November 29, 2016 8:52 AM
To: MacPherson, Tara <[e-mail]>
Subject: FW: 19 E Fayetteville / Questions
Hey Tara,
Decks on the oceanfront are not required to be drip -through correct?
Thank you!
Zach Steffey
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: David Spetrino[[e-mail]]
Sent: Monday, November 28, 2016 2:35 PM
To: Zach Steffey <[e-mail]>
Subject: 19 E Fayetteville / Questions
Hi Zach-
1. Assuming the proposed new construction can be `as deep' as the neighbor to the right - will any portion of
the rear deck required to be "drip through"
2. Because of the average height of the lot vs. the centerline of the street is about 5' higher - what is the
likelihood of obtaining a variance specific to height?
Thanks again.
Dave Spetrino
Plantation Building Corp
910.443.0746
The Lautner in Landfall, Wow!

Zach Steffey
From: MacPherson, Tara <[e-mail]>
Sent: Tuesday, November 22, 2016 11:12 AM
To: Zach Steffey
Subject: RE: Survey for 19 East Fayetteville Street
Hey Zach, It looks ok to me, have you verified it on the ground? I lost my voice, but email if you need me@
Tara MacPherson
Field Specialist
NC Division of Coastal Management
Department of Environmental Quality
910 796-7425 office
910 395-3964 fax
[e-mail]
127 Cardinal Drive Ext
Wilmington, NC 28405
Nothing Compares.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Zach Steffey [mailto:[e-mail]]
Sent: Friday, November 18, 2016 2:06 PM
To: MacPherson, Tara <[e-mail]>
Subject: Survey for 19 East Fayetteville Street
Hey Tara,
The attached survey goes with the paperwork that I gave you this morning. Please let me know if everything looks
consistent with DCM's rules. I hope that you feel better soon! —Zach
E-mail correspondence to and from this address may be subject to the
RECEIVED
DCM WILMINGTON, NC
APR 2 4 209

I, VERNON DEREK DANFORD. CERTIFY THAT THIS PROPERTY WAS SURVEYED AND MAP DRAWN UNDER MY SUPEIMSION:
DESCRIPTION -AS SHOWN ON THE FACE OF THIS PLAT; RATIO OF PRECISION AS CALCULATED BY COMPUTER ATLANTIC OCEAN
IS 1:10'0()0+; THAT THE BOUNDARIES NOT SURVEYED ARE SHOWN BY BROKEN LINES PLOTTED FROM
INFORMATION THAT
THAT THIS PLAT WAS PREPARED IN ACCORDANCE WITH -THE STANDARDS OF
PRACTICE FOR LAND SURVEYING IN NORTH CAROLINW; WITNESS MY ORIGINAL SIGNATURE, LICENSURE
NUMBER AND SEAL THIS 24TH DAY OF OCTOBER A.D. 2016.
VERNON DEREK OANF
N.C. PLS \
PREP � . '.....,,_
to cot�� &=
NOTES
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OCTOBER 20. 2016.
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N 170591.81
DW 55111'D xw
E 2365573.29
e
BOUNDARY, TOPOGRAPHIC AND TREE SURVEY FOR
OCTOBER 24. 2016
0.115 ACRES
DANFORD
MICHAEL LOPEZ
S,000 SQ.FT
&ASSOCIATES'
20 0
10 20 0
" " "' N6•R°
LOT 18
BLOCK W WRIGHTS ILLE BEACH EXTENSION - ADDITION 1
sun ea.+wegm+sewvyvy.m.
TAX PARCEL N }
RD5720-028-014-002 DEED BOOK 1648 PAGE 706 MAP BOOK 2 PAGE 100
I INaf - 20 FEET
1• CONTOUR INCH
I NAND BB DATUM
TOWN OF WRIGHTSALIE BEACH TOWNSHIP NEW K44WER COUNTY NORTH CAROLINA
p DANFORD eL ASSOCUTES LAND SURVEYING, PC
L—d P.oj—\WRGHTSALLE BEACH EXTENSION ADDIDON 1 BILK W LOT 18\EW9\WRK:HTWU-E BEACH EXTENSION ADDITION i BLK W LOT IB.AW9
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

Zach Steffey
From: David Spetrino Jr <[e-mail]>
Sent: Tuesday, November 29, 2016 2:44 PM
To: Zach Steffey
Cc: Tony Wilson
Subject: Re: 19 E Fayetteville / Questions
Got it, thanks.
Let me know about the rear deck when able. Our goal is to NOT have a drip through deck.
Thanks again for your help on this stuff.
Dave Spetrino
Plantation Building Corp
910.443.0746
Find the perfect Houzz - start here!
On Nov 29, 2016, at 9:02 AM, Zach Steffey <[e-mail]> wrote:
Hey Dave,
1. Let me check on whether there is a drip -through requirement or not for these decks.
2. 1 would say that it is unlikely that a variance would be granted due to the elevation/topography
of the lot. Although removing the fill is not ideal, this is sometimes how individuals address this
particular issue. If fill needs to be removed we would ask that the material stay on the island.
Per the North Carolina General Statutes:
§ 160A-388
Variances. - When unnecessary hardships would result from carrying out the strict letter of a zoning
ordinance, the board of adjustment shall vary any of the provisions of the ordinance upon a showing of
all of the following:
(1) Unnecessary hardship would result from the strict application of the ordinance. It shall not be
necessary to demonstrate that, in the absence of the variance, no reasonable use can be made of the
property.
(2) The hardship results from conditions that are peculiar to the property, such as location, size, or
topography. Hardships resulting from personal circumstances, as well as hardships resulting from
conditions that are common to the neighborhood or the general public, may not be the basis for
granting a variance.
(3) The hardship did not result from actions taken by the applicant or the property owner. The act of
purchasing property with knowledge that circumstances exist that may justify the granting of a variance
shall not be regarded as a self-created hardship.
RECEIVED
DCM WILMINGTON, NC
APR 2 4 20V

(4) The requested variance is consistent with the spirit, purpose, and intent of the ordinance, such
that public safety is secured, and substantial justice is achieved.
<image001.jpg>
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: David Spetrino[mailto:[e-mail]]
Sent: Monday, November 28, 2016 2:35 PM
To: Zach Steffey <[e-mail]>
Subject: 19 E Fayetteville / Questions
Hi Zach-
1. Assuming the proposed new construction can be `as deep' as the neighbor to the right - will
any portion of the rear deck required to be "drip through"
2. Because of the average height of the lot vs. the centerline of the street is about 5' higher - what
is the likelihood of obtaining a variance specific to height?
Thanks again.
Dave Spetrino
Plantation Building Corp
910.443.0746
The Lautner in Landfall, Wow!
RECEIVED
DCM WILMINGTON, NC
APR 2 4 2017

Zach Steffey
From: Zach Steffey
Sent: Tuesday, November 29, 2016 12:13 PM
To: 'Jim Hardee'
Subject: RE: 19 E Fayetteville St
Attachments: Zoning Verification Document for 19 East Fayetteville Street.pdf
Jim,
Please see attached, let me know if you have any additional questions.
Thank you,
Zach
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Low and tray be disclosed to third parties.
From: Jim Hardee [mailto:[e-mail]]
Sent: Tuesday, November 29, 2016 11:57 AM
To: Zach Steffey <[e-mail]>
Subject: RE: 19 E Fayetteville St
Yes I'm working as his real estate broker on the purchase and Plantation Builders is working as his contractor.
Can you forward me a copy of the Zoning Verification Letter?
Thanks,
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandWilliams.com
602 Causeway Drive I Wrightsville Beach I NC 128480
From: Zach Steffey [mailto:zsteffey(cbtowb.orgl
Sent: Tuesday, November 29, 2016 11:38 AM
To: Jim Hardee
Subject: RE: 19 E Fayetteville St
Jim,
I have completed a zoning verification letter for the property, is Michael Lopez the potential buyer? If s F,��I�V�ED
�;rt_'ITON, NC
working with both you and the builder?
1 APR 2 4 2017

E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Hardee [mailto:[e-mail]
Sent: Tuesday, November 29, 2016 11:06 AM
To: Zach Steffey <[e-mail]>
Subject: RE: 19 E Fayetteville St
Zach,
Any news from DCM?
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandWiIliams.com
602 Causeway Drive I Wrightsville Beach I NC 1 28480
From: Zach Steffey [maiIto: [e-mail]
Sent: Thursday, November 10, 2016 1:13 PM
To: Jim Hardee
Subject: RE: 19 E Fayetteville St
Jim,
I am going to run this by DCM to see if they can confirm that everything is correct. —Zach
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Hardee [mailto:[e-mail]]
Sent: Thursday, November 10, 2016 11:48 AM
To: Zach Steffey <[e-mail]>
Subject: FW: 19 E Fayetteville St
RECEIVED
DCM WILMINGTON, NC
t;PR 2 4 2017

Zach Steffey
From: Jim Hardee <[e-mail]>
Sent: Wednesday, November 30, 2016 11:36 AM
To: Zach Steffey
Subject: RE: 19 E Fayetteville St
Follow Up Flag: Follow up
Flag Status: Flagged
Zack,
Concerning the Oceanside freestanding decks, you were thinking they would be limited to 500 sq. ft., and allowed to sit
in front of the building line but not encroaching into the setbacks. Did you investigate if this 500 sq. ft. limitation applied
to the deck foot print or to total deck area? And does this decking have to be pervious surface or drip thru design?
Thanks,
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandWilliams.com
602 Causeway Drive I Wrightsville Beach I NC 128480
From: Zach Steffey [mailto:[e-mail]]
Sent: Tuesday, November 29, 2016 12:13 PM
To: Jim Hardee
Subject: RE: 19 E Fayetteville St
Jim,
Please see attached, let me know if you have any additional questions.
Thank you,
Zach
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Hardee [ma ilto:hardee@ hardeehuntandwiIlia ms.com]
Sent: Tuesday, November 29, 2016 11:57 AM
To: Zach Steffey <[e-mail]>
Subject: RE: 19 E Fayetteville St
RECEIVED
DCM WILMINGT ON, NO
APR 242017

Yes I'm working as his real estate broker on the purchase and Plantation Builders is working as his contractor.
Can you forward me a copy of the Zoning Verification Letter?
Thanks,
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandWilliams.com
602 Causeway Drive I Wrightsville Beach I NC 1 28480
From: Zach Steffey jmailto:[e-mail]
Sent: Tuesday, November 29, 2016 11:38 AM
To: Jim Hardee
Subject: RE: 19 E Fayetteville St
Jim,
I have completed a zoning verification letter for the property, is Michael Lopez the potential buyer? If so, is Mr. Lopez
working with both you and the builder?
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Low and may be disclosed to third parties.
From: Jim Hardee [mailto:[e-mail]
Sent: Tuesday, November 29, 2016 11:06 AM
To: Zach Steffey <[e-mail]>
Subject: RE: 19 E Fayetteville St
Zach,
Any news from DCM?
Jim Hardee I Hardee Hunt & Williams
Cell: 910.620.9329
Office: 910.256.6998
Fax: [phone]
[e-mail]
www.HardeeHuntandWilliams.com
602 Causeway Drive I Wrightsville Beach I NC 128480
From: Zach Steffey [mailto:zsteffeyatowb.or41 f2E
ACM WILMINGTON, NO
Sent: Thursday, November 10, 2016 1:13 PM
2 APR 242017

ECS SOUTHEAST, LLP -Setting the Standard for Service'
�■■■i■ri» Geotechnical • Construction Materials • Environmental • Facilities NC RegsfcreoEnareenngFran _( ;b
NC RegistereJ Geoiogrsts Frrm C-406
SC Registered Engrneermg Fern 3252
March 10, 2017
Mr. Chuck Dietsche
Dietsche & Dietsche Architects
112 North Front Street
Wilmington, North Carolina 28401
Re: Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville Street
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
Dear Mr. Dietsche:
As authorized by your acceptance of our proposal number 22.21423, dated February 20, 2017,
ECS Southeast, LLP (ECS) has completed a subsurface exploration for the subject project.
This report presents the results of the field exploration and engineering analysis, along with our
recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this project
and look forward to our continued involvement during the construction phase. If you have any
questions concerning the information and recommendations presented in this report, please
contact us at [phone] for further assistance.
Respectfully submitted,
ECS SOUTHEAST, LLP
Mike Ellis, E.I.
Project Manager
Winslow E. Goins, P.E.
Principal Engineer
North Carolina License No. 033751
6714 Netherlands Drive, Wilmington, NC 28405 • T: 910-686-9114 • F: 910-686-9666 • wmvecslimited.com
ECS Capitol Services, PLLC • ECS Fonda, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP ECS Telas&VED
6CM WILMINGTON, NC
APR 2 4 2017,

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
19 E FAYETTEVILLE STREET
WRIGHTSVILLE BEACH, NEW HANOVER COUNTY, NORTH CAROLINA
TM
PREPARED FOR:
MR. CHUCK DIETSCHE
DIETSCHE & DIETSCHE ARCHITECTS
112 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA 28401
ECS SOUTHEAST, LLP
PROJECT NO.: 22.25154
MARCH 10, 2017

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY.......................................................................................................1
2.0 PROJECT OVERVIEW.........................................................................................................2
2.1 Project Information...........................................................................................................2
2.2 Scope of Work.................................................................................................................2
2.3 Purpose of Exploration.....................................................................................................2
3.0 EXPLORATION PROCEDURES..........................................................................................3
3.1 Subsurface Exploration Procedures.................................................................................3
3.1.1 Cone Penetration Test.............................................................................................3
3.1.2 Kessler Dynamic Cone Penetrometer Tests............................................................3
4.0 EXPLORATION RESULTS...................................................................................................4
4.1 Site Conditions.................................................................................................................4
4.2 Regional Geology............................................................................................................4
4.3 Soil Conditions.................................................................................................................4
4.4 Groundwater Conditions..................................................................................................5
5.0 ANALYSIS AND RECOMMENDATIONS..............................................................................6
5.1 Subgrade Preparation......................................................................................................6
5.2 Engineered Fill Placement...............................................................................................6
5.3 Excavation Considerations...............................................................................................8
5.4 Foundations Recommendations......................................................................................8
5.5 Floor Slab Design............................................................................................................9
5.6 Seismic Site Class Determination and Liquefaction Potential..........................................9
5.7 Site Drainage.................................................................................................................10
5.8 Construction Considerations..........................................................................................10
6.0 CLOSING...........................................................................................................................12
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-CPT SOUNDING LOGS
APPENDIX C-INFILTRATION REPORT
APPENDIX D-GENERAL CONDITIONS

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
19 E FAYETTEVILLE STREET
WRIGHTSVILLE BEACH, NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR:
MR. CHUCK DIETSCHE
DIETSCHE & DIETSCHE ARCHITECTS
112 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA 28401
PREPARED BY:
ECS SOUTHEAST, LLP
6714 NETHERLANDS DRIVE
WILMINGTON, NORTH CAROLINA 28405
ECS SOUTHEAST, LLP
PROJECT NO.: 22.25154
FIRM NO. F-1078
WINSLOW E. GOINS, P.E.
® /
.c:03/10/17
NC LICENSE NO. 033751
MARCH 10, 2017

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
2.0 PROJECT OVERVIEW
2.1 Proiect Information
The project site is located at located at 19 E Fayetteville Street in Wrightsville Beach, New
Hanover County, North Carolina. We understand the proposed construction consists of a
concrete residential structure. Additional project information was not available at the time of this
report.
2.2 Scoge of Work
The conclusions and recommendations contained in this report are based on the results of:
• One CPT sounding in the proposed building area advanced to a depth of 25 feet,
• One electronic cone penetration test (CPT) sounding, advanced to a refusal depth of
approximately 57 feet, with shear wave velocity measurements,
Engineering analyses of the field findings with respect to the provided project information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop engineering recommendations to assist in the design and
construction of the proposed project. We accomplished these objectives by:
Performing a site reconnaissance to evaluate the existing site conditions,
• Performing two test soundings to explore the subsurface soil and groundwater
conditions,
• Analyzing the field data to develop appropriate geotechnical engineering design and
construction recommendations.
2

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the project site located at 19 E Fayetteville Street in Wrightsville Beach, New
Hanover County, North Carolina. We understand the proposed construction consists of a
concrete residential structure. Based on the provided site plan and our site visit, the site
appears to be relatively open and level with typical elevations ranging from about 9 to 11 feet.
Additional project information was not available at the time of this report.
Approximately 6 inches of topsoil was noted by the drillers at the sounding locations. Beneath
the surface materials to depths of about 5 feet, the test soundings (S-1 and S-2) consisted of
loose to medium dense, silty, slightly silty, and clean sands (SM, SP-SM, SP) and medium stiff
to stiff, sandy silts (MIL). From depths of 5 feet to depths of about 9.5 feet, the soundings
encountered intermittent layers of medium dense to dense, silty, slightly silty and clean sands
(SM, SP-SM, SP). From depths of 9.5 to depths of about 25 feet, the soundings encountered
intermittent layers of dense to very dense, clean sands (SP). From depths of about 25 feet to a
refusal depth of 57 feet, sounding S-1 encountered intermittent layers of medium dense to very
dense, silty, slightly silty, and clean sands (SM, SP-SM, SP)
In summary, the proposed structure can be supported on a deep foundation system consisting
of 12-inch square pre -stressed concrete piles. For 12-inch square pre -stress concrete piles
driven to depths of 8, 10 and 12 feet below existing grades, the allowable axial loads are 84,
124, and 141 kips, respectively. Once site grades are finalized, ECS requests that this
information be provided to us for our review and to revise our recommendations, if necessary.
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a "summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
4.0 EXPLORATION RESULTS
4.1 Site Conditions
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the project site located at 19 E Fayetteville Street in Wrightsville Beach, New
Hanover County, North Carolina. Based on the provided site plan and our site visit, the site
appears to be relatively open and level with typical elevations ranging from about 9 to 11 feet.
4.2 Regional Geology
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.
Soils in this area generally consist of sedimentary materials transported from other areas by the
ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of
the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal
Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain
Physiographic Provinces. In general, shallow unconfined groundwater movement within the
overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by
infiltration along higher elevations and typically discharges into streams or other surface water
bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
CPT Sounding: Approximately 6 inches of topsoil were noted by the drillers at the sounding
locations. Beneath the surface materials to depths of about 5 feet, the test soundings (S-1 and
S-2) consisted of loose to medium dense, silty, slightly silty, and clean sands (SM, SP-SM, SP)
and medium stiff to stiff, sandy silts (ML). The equivalent corrected standard penetration test
resistances (N*-values) in these soils generally ranged from 7 to 22 blows per foot (bpf).
From depths of 5 feet to depths of about 9.5 feet, the soundings encountered intermittent layers
of medium dense to dense, silty, slightly silty and clean sands (SM, SP-SM, SP). The N*-
values in these soils generally ranged from 19 to 34 bpf.
From depths of 9.5 to depths of about 25 feet, the soundings encountered intermittent layers of
dense to very dense, clean sands (SP). The N*-values in these soils generally ranged from 19
to in excess of 100 bpf.
From depths of about 25 feet to a refusal depth of 57 feet, sounding S-1 encountered
intermittent layers of medium dense to very dense, silty, slightly silty, and clean sands (SM, SP-
SM, SP). The N*-values in these soils generally ranged from 20 to 95 bpf.
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the CPT test sounding. The CPT Sounding Log in Appendix B contains
detailed information recorded at the sounding location.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Cone Penetration Test
Two electronic cone penetration test (CPT) soundings (S-1 and S-2) were performed during our
field exploration. The CPT soundings were performed in general conformance with ASTM D
5778 with a track mounted rig. An ECS representative staked the CPT sounding locations
using existing site features and a hand held GPS device. Approximate locations of the CPT
soundings are indicated on the Exploration Location Diagram in Appendix A of this report.
The cone used in the soundings has a tip area of 10 cm2 and a sleeve area of 150 cm2. The
CPT soundings recorded tip resistance and sleeve friction measurements to assist in
determining pertinent index and engineering properties of the site soils. The ratio of the sleeve
friction to tip resistance is then used to aid in assessing the soil types through which the tip is
advanced. Within the CPT sounding S-1, seismic tests were performed at approximately three
foot intervals to refusal to measure the shear wave velocity (vs) of the subsurface materials to
aid in assessing the dynamic response properties of the site subsurface materials. The seismic
shear waves are generated by making impact with a 20-pound sledgehammer onto a steel
beam. The impacts are initiated on the right and left sides of the CPT rig and the
corresponding wave traces recorded on an oscilloscope are analyzed to determine the shear
wave velocity of the tested material. The waves are measured with three geophones that are
installed in the cone. The results of the CPT soundings and seismic testing are presented in
Appendix B.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this exploration and our past
experience with similar conditions. Should any of the information provided to us be changed
prior to final design, ECS should be notified to review these recommendations and make
appropriate revisions, if necessary.
5.1 Subarade Preoaration
The first step in preparing the site for the proposed construction should be to remove
vegetation, rootmat, topsoil, deleterious materials, and other soft or unsuitable materials from
the existing ground surface. These operations should extend at least 10 feet, where possible,
beyond the planned limits of the proposed building and pavements.
After proper clearing, stripping, grubbing, further evaluation of the site soil and prior to fill
placement, foundation, slab, or pavement construction, the exposed subgrade soils should be
evaluated by an experienced geotechnical engineer to identify localized unstable or otherwise
unsuitable materials. After evaluating the exposed soils, loose and yielding areas should be
identified by proofrolling the exposed subgrades, if site and subsurface conditions allow, with an
approved piece of equipment, such as a vibratory roller, with a weight of at least 10 tons. The
proofrolling will also help densify the upper exposed subgrade soils. Soft or unsuitable
materials identified during proofrolling operations should be either repaired in -place or removed
and replaced with an approved backfill placed and compacted in accordance with
recommendations of this report.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather. We strongly recommend that rubber
tire equipment not be used if subgrade conditions exhibit elevated moisture conditions. The
contractor should use tracked equipment to minimize the degradation of marginally stable
subgrades.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by ECS personnel. These observations should be performed by an
experienced geotechnical engineer or qualified person to ensure that unsuitable materials have
been removed and that the prepared subgrade meets project requirements for support of the
proposed construction and/or fills.
5.2 Engineered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. Fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, less than 35 percent fines passing the
#200 sieve, and have a Liquid Limit (LL) and Plasticity Index (PI) less than 35 and 9,
respectively. We also recommend that fills within structural areas have a standard Proctor
(ASTM D 698) maximum dry density of at least 100 pounds per cubic foot (pcf).

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
4.4 Groundwater Conditions
Porewater pressure measurements were made at the sounding location during exploration.
The apparent groundwater depth was observed in the CPT soundings ranged from
approximately 9.0 to 9.5 feet.
The highest groundwater observations are normally encountered in the late winter and early
spring. Variations in the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. Wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Excavation Considerations
Based on the results of the soundings, we expect that the natural Coastal Plain soils
encountered on this site can be excavated with conventional earth moving equipment such as
loaders, bulldozers, rubber tired backhoes, etc.
The site soils are OSHA Type C soils for the purpose of temporary excavation support.
Excavations should be constructed in compliance with current OSHA standards for excavation
and trenching safety. Excavations should be observed by a "competent person," as defined by
OSHA, who should evaluate the specific soil type and other conditions, which may control the
excavation side slopes or the need for shoring or bracing. Regardless, site safety shall be the
sole responsibility of the contractor and their subcontractors. Exposed earth slopes shall be
protected during periods of inclement weather.
5.4 Foundations Recommendations
Deep Foundations: The proposed structure can be supported on a deep foundation system
consisting of driven pre -stressed concrete piles. The table below shows allowable axial and
uplift capacity for 12-inch square pre -stressed concrete piles installed to depths of at least 8
feet below existing grades.
Embedment Depth
ft
Axial Capacity
kips
Uplift Capacity
kips
8
81
2.5
10
124
4
12
141
5.5
In our opinion, piles installed to shallower depths would not provide long-term stability. Pile
capacity analyses were performed assuming a free head condition and the provided
compression and tension capacities are based on a factor of safety of 2.0 and 3.0, respectively.
We recommend that the pile driving hammer used to install each concrete pile have a minimum
rated energy blow of 9,000 foot-pounds. Driving criteria and bearing elevations should be
established prior to driving piles.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
Materials that should not be used as engineered fill include topsoil, organic materials (OH, OL),
and high plasticity clays and silts (CH, MH). Such materials removed during grading operations
should be either stockpiled for later use in landscape fills, or placed in approved on or off -site
disposal areas.
The existing, near surface sands should be suitable for re -use as structural fill. Moisture
conditioning should be anticipated for the soils to achieve the optimum moisture content for fill
placement.
Existing soils containing significant amounts of organic matter will not be adequate for re -use as
engineered fill. As such, the organic content of the near surface soils should be evaluated to
determine if some of these soils will be adequate for re -use as engineered fill. Natural fine-
grained soils classified as clays or silts (CL, ML) should generally not be considered for use as
engineered fill, but may be evaluated by the geotechnical engineer to determine their suitability
at the contractor's request.
Prior to the commencement of fill operations and/or utilization of off -site borrow materials, the
contractor should provide representative samples of the proposed fill soils to the geotechnical
engineer. The geotechnical engineer can determine the material's suitability for use as an
engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed.
Fill materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content. The fills should then be compacted to a minimum of 95 percent
of the soil's standard Proctor (ASTM D 698) maximum dry density. The typical working range
of optimum moisture for the natural Coastal Plain soils at the site is expected to be within
approximately 3 percent of the optimum moisture content. Care should also be taken to provide
a smooth, gently sloping ground surface at the end of each day's earthwork activities to help
reduce the potential for ponding and absorption of surface water.
Grade controls should also be maintained throughout the filling operations. Filling operations
should be observed on a full-time basis by qualified ECS personnel to determine that the
required degrees of compaction are being achieved. We recommend that a minimum of one
compaction test per 2,500-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved. Failing test areas may require moisture
adjustments or other remedial activities in order to achieve the required compaction.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
The potential for liquefaction at the site is considered low based upon the CPT results and the
liquefaction index procedure developed by Iwasaki (1982). Based on our CPT results and our
evaluation using a site peak ground acceleration of 0.12, an earthquake event with a magnitude
of 7.3 and procedures developed by Robertson (2009) and Boulanger & Idriss (2014), the
liquefaction induced settlement at the subject site is estimated to be approximately less than 1
inch.
5.7 Site Drainaae
Positive drainage should be provided around the perimeter of the structure to help minimize the
potential for moisture infiltration into the foundation and slab subgrade soils. We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. Roof water
should be discharged directly into below -grade stormwater piping or be directed a sufficient
distance away from the building with downspouts. The parking lots, sidewalks, and other paved
areas should also be sloped to divert surface water away from the proposed building.
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather. The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive. Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
5.8 Construction Considerations
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of inclement weather. Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design bearing pressure verified. If the bearing soils area softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain
open overnight, or if inclement weather becomes imminent while the bearing soils are exposed,
we recommend that a 2 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed bearing soils before the placement of reinforcing steel.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
ME

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
It is suggested that several over length piles be driven prior to the start of production pile
driving, to establish the driving criteria, pile lengths to be ordered and to determine if auger
"pilot' holes are justified. Production piles should not be ordered until the pile lengths can be
determined. Two over length piles are recommended for the structure.
The over length piles could be driven in production pile locations. Pile installation operations
and load tests, if necessary, should be monitored by a senior soil technician working under the
supervision of a Licensed Engineer. ECS would be pleased to develop driving criteria for the
project, once the method of installation and the contractor has been selected.
5.5 Floor Slab Design
Provided a suitable subgrade will be prepared as recommended herein, ground level slabs can
be designed as slabs -on -grade. Our findings indicate that a modulus of subgrade reaction (ks)
of 150 pci is appropriate for design provided that the upper 12 inches of the slab subgrade soils
have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry
density and are unyielding during proofrolling.
We recommend that slabs -on -grade be isolated from the foundations so that potential
differential settlement of the structure will not induce shear stresses in the floor slab. Also, to
minimize the crack width of shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design. The mesh should be located in
the top third of the slab to be effective.
We also recommend that slabs -on -grade be underlain by a minimum of 6 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab. If open graded aggregate is not available, clean sand with less than 3
percent fines can be used provided the placement and compaction of the sand complies with
the above recommendations. If floor covering such as tile or carpet will be utilized for interior
finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations.
5.6 Seismic Site Class Determination and Liquefaction Potential
The North Carolina Building Code (2009 International Building Code with North Carolina
Amendments) requires that a seismic Site Class be assigned for new structures. The seismic
Site Class for the site was determined by calculating a weighted average of the shear velocities
of the overburden to the depth of rock/refusal. The CPT test data indicates that the existing
natural, overburden soils at the site have shear velocities ranging from approximately 300 ft/sec
to 1,641 ft/sec. The method for determining the weighted average value is presented in Section
1613.5.5 of the IBC 2009. The weighted average value for the site is 969 ft/sec. Based on the
results of the CPT soundings and our evaluation of the site, the site shall be assigned a seismic
class "D".
Based on the IBC 2009, for a seismic site class "D" at latitude 34.21255' and longitude
-77.79065°, the SoS value is 0.289 and the So1 value is 0.148. The seismic design category
depends on the design use of the buildings and should be determined by the structural
engineer.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the
project information provided to us, and the data obtained during our exploration. The general
subsurface conditions utilized in our evaluations have been based on interpolation of
subsurface data at the soundings. If the project information provided to us is changed, please
contact us so that our recommendations can be reviewed and appropriate revisions provided, if
necessary. The discovery of any site or subsurface conditions during construction which
deviate from the data outlined in this exploration should be reported to us for our review,
evaluation and revision of our recommendations, if necessary. The assessment of site
environmental conditions for the presence of pollutants in the soil and groundwater of the site is
beyond the scope of this geotechnical exploration.
12

Report of Subsurface Exploration and Geotechnical Engineering Analysis
19 E Fayetteville St
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No.: 22.25154
The key to minimizing disturbance problems with the soils is to have a proper earthwork
operations plan. Specifically, it should be the earthwork contractor's responsibility to maintain
the site soils within a workable moisture content range to obtain the required in -place density
and maintain a durable subgrade. Scarifying and drying operations should be included in the
contractor's price and not be considered an extra to the contract. In addition, construction
equipment cannot be permitted to travel across the site, especially once the desired final
grades have been established. Construction equipment should be limited to designated lanes
and areas, especially during wet periods to minimize disturbance of the site subgrades. It will
likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
11

APPENDIX A
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LOCATION DIAGRAM SCALESHEETS"E2 OF 2
PROJECT 22 25154
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DATE 3/7/2017

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10
3
r
t
i
2
t
t�
0.1 1 10 •0.4 0 0.4 0.8 1.2
Friction Ratio, F, (%) Pore Pressure Ratio, Bq
1. Sensitive, Fine Grained 6. Clean Sands to Silty Sands
2. Organic Soils -Pests 7. Gravelly Sand to Sand
3. Clays; Clay to Silty Clay 8. Very Stiff Sand to Clayey Sand
4. Clayey Silt to Silty Clay 9. Very Stiff Fine Grained
5. Silty Sand to Sandy Silt
The following table presents a correlation of corrected cone tip resistance (qj to soil consistency
or relative density:
REFERENCE NOTES FOR CONE PENETRATION
TEST (CPT) SOUNDINGS
In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer
is hydraulically advanced through soil to measure point resistance (qj, pore water pressure (u2),
and sleeve friction (%). These values are recorded continuously as the cone is pushed to the
desired depth. CPT data is corrected for depth and used to estimate soil classifications and
intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained
shear strength. The graphs below represent one of the accepted methods of CPT soil behavior
classification (Robertson, 1990).
1 000
Ci
100
7 f $
O\
9
s
00 \
O \
5 \ a
4 0'
3 \ \/
1 32
0
61
SAND
SILT/CLAY
Corrected Cone Tip
Resistance (qj (tsf)
Relative Density
Corrected Cone Tip
Resistance (,,) (tsf)
Relative Density
<20
Very Loose
<5
Very Soft
20-40
Loose
5-10
Soft
40-120
Medium Dense
10-15
Medium Stiff
15-30
Stiff
120-200
Dense
30-45
Very Stiff
>200
Very Dense
45-60
Hard
>60
Very Hard

APPENDIX B
CPT SOUNDING LOGS

0
19 E Fayetteville St
Operator Ron Stewart Cone Number DDG1352
Project Number 22-25154 Date and Time 3/3/2017 9:36:40
Water Table 9.5 ft
5
10
15
20
25
Tip Resistance
Ot TSF 600
i
1
i
301
1 - sensitive fine grained
N 2 - organic material
■ 3 - clay
CPT DATA
Local Friction Pore Pressure
Fs TSF 31-1 Pw PSI 4
■ 4 - silty clay to clay
■ 5 - clayey silt to silty clay
■ 6 - sandy silt to clayey silt
■ 7 - silty sand to sandy silt
8 - sand to silty sand
■ 9 - sand
Location Wrightsville Beach NC
Sounding Number S-2
County
Ir
0
J = CL
SPT N'
% Hammer 100 o O CO ~
■ 10 - gravelly sand to sand
■ 11 - very stiff fine grained (')
■ 12 - sand to clayey sand (')
REMARKS

19 E Fayetteville St
Operator Ron Stewart Cone Number DDG1352
Ec7-,' Project Number 22.25154 Date and Time 3/3/20178:37:14AM
- -- --- - Water Table 9.2 ft
I—
LLJ : Tip Resistance Local Friction
0 Qt TSF 700 0 Fs TSF
0 \
10
I
20
C�� f
30
40
50
i
i
i
60
1 - sensitive fine grained
■ 2 - organic material
■ 3 - clay
Location Wrightsville Beach NC
Sounding Number S-1
County
CPT DATA 0
J_ = n
Pore Pressure SPT N' Seismic VelocityO w >-
Pw PSI 70 0 60% Hammer 120 0 ft/s 2000 , U) m ~
I301.542
Li---
- 1768.9304
J
383.6942
----- 805.8071
11277.493
-'--1932.152
991.69§5
1056.332
3
- 1144.587
_ - 1418.734
L
1640.97�
j I1085.466
i
11373.327
i �920.899
-� 8
55.3806
C� 1998.1627
■ 4 - silty clay to clay
■ 5 - clayey silt to silty clay
0 6 - sandy silt to clayey silt
■ 7 - silty sand to sandy silt ■ 10 - gravelly sand to sand
r. 8 - sand to silty sand ■ 11 - very stiff fine grained ( )
■ 9 - sand 0 12 - sand to clayey sand (')
REMARKS

Fin
ECS SOUTHEAST, LLP
'Setting the Standard for Set -vice"
Geotechnical • Construction Materials • Environmental • Facilities ��4�e� ^g ^�--r .40� "06
F. G ^J d:. RriJtfity: est -o'igi>�S ^
March 7, 2017
Mr. Chuck Dietsche, AIA
Dietsche & Dietsche Architects
112 North Front Street
Wilmington, North Carolina 28401
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
19 Fayetteville Street
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No. 22.25154
Dear Mr. Dietsche:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater best management practice (BMP) area(s) at 19
Fayetteville Street in Wrightsville Beach, New Hanover County, North Carolina. This letter, with
attachments, is the report of our testing.
Field Testing
On March 7, 2017, ECS conducted an exploration of the subsurface soil and groundwater
conditions at two requested locations shown on the attached Boring Location Plan (Figure 1).
ECS chose two boring locations on opposite sides of the lot. The purpose of this exploration
was to obtain subsurface information of the in situ soils for the stormwater BMP area(s). ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring
into the existing ground surface at each of the requested boring locations. ECS visually
classified the subsurface soils and obtained representative samples of each soil type
encountered. ECS also recorded the SHWT and groundwater elevation observed at the time of
the hand auger borings. The attached Infiltration Testing Form provides a summary of the
subsurface conditions encountered at the hand auger boring locations.
The SHWT and groundwater elevation was estimated at the boring locations below the existing
grade elevation. A summary of the findings are as follows:
Location
SHWT
Groundwater
B-1
70 inches
100 inches
B-2
68 inches
100 inches
ECS has conducted two infiltration tests utilizing a compact constant head permeameter near
the hand auger borings in order to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive
soil horizon. Tests in clayey conditions are conducted and calculated up to 30 minute intervals.
If an exact hydraulic conductivity is necessary for these locations, then ECS recommends
collecting samples by advancing Shelby tubes and performing laboratory permeability testing.
ECS Capitol Services. PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast. LLP • ECS Texas, LLP
,,~. ecslimited. corn

APPENDIX C
INFILTRATION REPORT

ry •s #.
V
:� 't � �-^ �`•',� .ice 'y �►
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N
® APPROXIMATE BORING LOCATIONS
SCALE SHOWN ABOVE
s
19 Fayetteville Street Figure 1— Boring Location Plan
Wrightsville Beach, �
New Hanover County, North Carolina Provided by: Google Earth
ECS Project # 22.25154
March 7, 2017
KBW
TM

Report of SHWT Estimation and Infiltration Testing
19 Fayetteville Street
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No. 22.25154
March 7, 2017
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
B-1
Tan fine SAND
48 inches
14.78
B-2
Gray med. to coarse SAND
36 inches
24.02
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation and
subsurface conditions.
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
k� !�h 1(j !/;e {/
K. Brooks Wall
Project Manager
bwall(cDecslimited.com
910-686-9114
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
ASFE Document
W. Brandon Fulton, PSC, PWS, LSS
Environmental Department Manager
bfulton(aecslimited.com
704-525-5152

APPENDIX D
GENERAL CONDITIONS

Infiltration Testing Form
19 Fayetteville Street
Wrightsville Beach, New Hanover County, North Carolina
ECS Project No. 22.25154
March 7, 2017
Location Depth USCS Soil Description
B-1 0-36" SW Gray med. to coarse SAND
36"-60" SP Tan fine SAND
60"-100" SP Gray fine SAND
Seasonal High Water Table was estimated to be at 70 inches below the
existing grade elevation.
Groundwater was encountered at 100 inches below the existing grade
elevation.
Test was conducted at 48 inches below existing grade elevation
Infiltration Rate: 14.78 inches per hour
Location Depth USCS Soil Description
B-2 0-46" SW Gray med. to coarse SAND
46"-62" SP Tan fine SAND
62"-100" SP Gray fine SAND
Seasonal High Water Table was estimated to be at 68 inches below the
existing grade elevation.
Groundwater was encountered at 100 inches below the existing grade
elevation.
Test was conducted at 36 inches below existing grade elevation
Infiltration Rate: 24.02 inches per hour

r-- Geolechnicol Engineering Report
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solelyfor the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you -should apply the report for any purpose or project except the one
originally contemplated.
Read the full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from alight industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because. their reports do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not rely on a geotechnical engineering
report whose adequacy may have been affected by: the passage of time; by
man-made events, such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining the geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Report's Recommendations Are AbtFW
Do not overrely on the construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgment and opinion. Geotechnical engineers
can finalize their recommendations only by observing actual

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The soundings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations across the site and
of subsurface conditions not encountered by the soundings may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as shown
on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil investigation work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further investigation as may be required
to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.

" % . 14
subsurface conditions revealed during construction. Th, geotechnical engi-
neer who developed your report cannot assume respon ;ibility or liability for
the report's recommendations if that engineer does not I erform construction
observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Be Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, butpreface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
timeto perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Aire Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; none of the services performed in connection with
the geotechnical engineers study were designed or conducted
top the purpose of mold prevention. Proper implementation of
the recommendations conveyed in this report will not of itself
he sufficient to prevent mold from growing in or on the stpuc-
lope involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASFE
The Best People on Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: info®asfe.org www.aste.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFEs specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission ofASFE, and only for purposes
of scholarly research or book review. Only members ofASFE may use this document as a complement to or as an element of a geotechnical engineering report Any other AV,
individual, or other entity that so uses this document without being anASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M

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