20210259 Ver 1_More Info Received_20210325

Strickland, Bev
From: Gene Young <[e-mail]>
Sent: Thursday, March 25, 2021 7:10 AM
To: Snider, Holley; Greer, Emily C CIV USARMY CESAW (USA)
Cc: Montalvo, Sheri A; [e-mail]
Subject: RE: [External] Re: Lot 64 Belvedere
Attachments: Deed 64 Soundview.pdf; 22.24808 Lot 64 - Soundview Dr Soil Test.pdf; site plan.pdf
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Good morning,
I wanted to follow up on this. With regard to your two items, please see below.
1. I will get a check in the mail. Hopefully that will go out today.
2. The ownership has changed from when that application was done. I had put Chris Plaford with Capital Asset
Topsail Development LLC because they were under contract to buy it. They have since closed on the
property. Attached is the new deed.
With regard to the minimization, I also have included a site plan that is from the septic permit that shows the location of
the wastewater system and required repair area for the home. Additionally, they had a soils report done to look at
requirements and recommendations for the retaining wall due to lateral earth pressures. This was to stabilize the fill so
that construction equipment can get to all sides of the home adequately. I hope this helps clarify the reasons why the
home has to go back and shows that we are trying to maintain the minimization in order to adequately build the
structure. There may be an option to bring the retaining wall closer to the proposed driveway turnaround in order to
reduce slightly, however; it will not be a major difference. This also is noted to be under the 0.1 acre threshold for
mitigation.
Let me know your thoughts and your feedback. Thanks as always for your help.
Gene Young, REHS
Environmental Scientist
Applied Resource Management
910-617-4914
From: Snider, Holley <[e-mail]>
Sent: Tuesday, March 23, 2021 1:46 PM
To: Gene Young <[e-mail]>; Greer, Emily C CIV USARMY CESAW (USA) <[e-mail]>
Cc: Montalvo, Sheri A <[e-mail]>; [e-mail]
Subject: RE: [External] Re: Lot 64 Belvedere
Good afternoon Gene,
Per our previous phone conversation on February 12, 2021, please see the review the comments regarding DWR project
#20210259. On February 5, 2021, the Division of Water Resources (Division) received your application requesting a 401
1

Water Quality Certification from the Division for the subject project. The Division has determined that your application
is incomplete and cannot be processed. The application is on -hold until all of the following information is received:
1. No Check Included
A review of the Pre -Construction Notification (PCN) Form indicates this application is for 0.07 acres (approx.
3,073 sq. ft.) of permanent impacts to wetlands adjacent to the waters of Topsail Sound which are designated as
SA:HQW. Pursuant to 143-215.3D (e), a $240 permitting fee is required to process this application. Please
remit a check to DEQ-DWR, 1617 Mail Service Center, Raleigh, NC 27699-1617.
2. Applicant is Different than the Owner
According to the parcel information provided in the application, the current owner of the parcel is Robert Crane
of Springboro, OH and the applicant is Chris Plaford of Capital Asset Topsail Development, LLC. Pursuant to 15A
NCAC 02H .0502(a)(3), when the applicant is a corporation, the name and address of the North Carolina process
agency, and the name, address, and phone number of the individual who is the authorized agent of the
corporation and responsible for the activity for which certification is sought. The corporation must be registered
with the NC Secretary of State's Office to conduct business in NC.
Please provide more details that addresses the concerns we discussed regarding practical alternatives and avoidance and
minimization of impacts for this project in accordance with 15A NCAC 02H .0506(b)(1-4). Feel free to call or email me if
you have any questions.
Sincerely,
Holley Snider .., ,><((((°>•..•.,,..><((((°>.•"-
Environmental Specialist II
Division of Water Resources
North Carolina Department of Environmental Quality
Phone: [phone]
rower+aEnv. anmanu1 s1I
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Gene Young <[e-mail]>
Sent: Friday, February 12, 2021 4:04 PM
To: Greer, Emily C CIV USARMY CESAW (USA) <[e-mail]>
Cc: Snider, Holley <[e-mail]>
Subject: [External] Re: Lot 64 Belvedere
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Hey...I was speaking to Holley earlier about this lot and I went back to look at the NW 29, it looks like i should
have looked closer at that. It doesn't appear that the 29 is appropriate since this is adjacent to tidal waters?
Should this be a NW 18 instead? There was also some question about potential mitigation, so i wanted to find
out about that since we are under the 0.1 acre threshold.
2

Thanks for any help.
Gene
From: Greer, Emily C CIV USARMY CESAW (USA) <[e-mail]>
Sent: Friday, February 5, 2021 1:17 PM
To: Gene Young
Subject: RE: Lot 64 Belvedere
No worries! Have a great weekend!
From: Gene Young <[e-mail]>
Sent: Friday, February 5, 2021 12:59 PM
To: Greer, Emily C CIV USARMY CESAW (USA) <[e-mail]>
Subject: [Non-DoD Source] RE: Lot 64 Belvedere
Cool...just wanted to make sure...00ps...I sent you another email...my bad
Gene Young, REHS
Environmental Scientist
Applied Resource Management
910-617-4914
From: Greer, Emily C CIV USARMY CESAW (USA) <[e-mail]>
Sent: Friday, February 5, 2021 12:45 PM
To: Gene Young <[e-mail]>
Subject: RE: Lot 64 Belvedere

Hey gene -
We are cc'd on the receipt confirmation emails to applicants, so to reduce emails to regulators and eliminate any
potential confusion, please do not cc us on your submittal email unless the regulator has specifically requested
to be copied.
Thanks a bunch!
eg
From: Gene Young <[e-mail]>
Sent: Friday, February 5, 2021 12:33 PM
To: WilmingtonNCREG<[e-mail]>
Cc: Greer, Emily C CIV USARMY CESAW (USA) <[e-mail]>
Subject: [Non-DoD Source] Lot 64 Belvedere
Please find attached a PJD/PCN request for the above noted property. Please let me know if you have any
questions.
Thank you,
Gene Young, REHS
Environmental Scientist
Applied Resource Management
910-617-4914
4

BK 4742 PG 1360 - 1363 (4) DOC# 20078742
This Document eRecorded: 02/23/2021 03:55:32 PM
Fee: $26.00 DocType: DEED Tax: $550.00
Pender County, North Carolina
Sharon Lear Willoughby, Register of Deeds
GENERAL WARRANTY DEED
TITLE NOT EXAMINED OR CERTIFIED BY PREPARER
REVENUE: $ 550•00
PARCEL ID: 4213-03-2252-0000
PREPARED BY: RETURN TO:
Hutchens Law Firm LLP Gaylor Edwards & Vatcher, P.A
14889 US Highway 17 219 New Bridge Street
Hampstead, NC 28443 Jacksonville, NC 28540
File No.: HMP1322996
This instrument prepared by: Jessica Bertovich, licensed North Carolina attorney. Delinquent taxes, if
any, to be paid by the closing attorney to the county tax collector upon disbursement of closing
proceeds.
Brief Legal Description: Lot 64, Section 1, Belvedere Plantation
NORTH CAROLINA
COUNTY OF PENDER
THIS DEED made this 1-14,day of February, 2021, by and between
Robert M. Crane and wife, Regina C. Crane, whose address is
hereinafter called ran or,� ��,�
and
Capital Asset Topsail Development, LLC, a North Carolina limited liability
X�X4i�}�f}�il��}�i 21FF�ibi€IKYiX whose address is company
1121 Military Cutoff Rd, Suite hereinafter called Grantee;
C#336, Wilmington, NC 28405
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors,
and assigns, and shall include singular, plural, masculine, feminine or neuter as required by context.
submitted electronically by "Gaylor Edwards Vatcher LawFirm"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Pender county Register of Deeds.

BK 4742 PG 1361 DOC# 20078742
WITNESSETH
That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee
simple, all that certain lot or parcel of land situated in or near the City of Hampstead, Pender County,
North Carolina and more particularly described as follows:
See Attached Exhibit "A"
The property hereinabove described was acquired by Grantor by instrument recorded in Hook 1154,
Page 1, Pender County Registry, North Carolina.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has
the right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all
persons whomsoever except for the exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions: Restrictive
covenants, easements and rights of way as may appear of record in the aforesaid registry as well as
current year ad valorem taxes.

BK 4742 PG 1362
DOC# 20078742
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused
this instrument to be signed in the corporate name by its duly authorized officers and its seal to be
hereunto affixed by authority of its Board of Directors.
The property herein ❑ is Kis not the principal residence of the Grantors.
Robert M. Crane
wwwwwwww,tww****w*wwwwwww*wwwwwwwwx*x*xwwwwwww**ww,twwwwwwwww**wwwwwwww**a*wwwwwwwwwwww**w,cww:w*�r*w*w**wwwwwww,rwww#ww**
STATE OF
wwouz� COUNTY
I certify that the following person(s) personally appeared before me this day, each acknowledging tc
me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated:
Robert M. Crane & Regina C. Crane
This the I 10K-day of February, 2021.
BENotary HEERSCHMID
Public, State of Olive
kN Comm. Sores 03103/2024
Recorded in Greene County
i (place notary seal here - pursuant to
NCGS1OB-37 Notarial Seal is to
appear "near" the notary's signature
:.
Expires:My Commission

BK 4742 PG 1363 DOC# 20078742
Exhibit "A"
Being all of Lot 64 in Section I, Belvedere Plantation according to the map of the Revision of
Section I, Belvedere Plantation recorded in Map Book 16 at Page 20 in the Office of the Register
of Deeds of Pender County North Carolina reference to which is hereby made for a more
particular desccription.

k
ECS Southeast,, LLP
Geotechnical Engineering Report
Lot 64 — Soundview Drive
Hampstead, Pender County, North Carolina
ECS Project No. 22:29975
February 8, 2021
C

0
ECS SOUTHEAST, LLP "Setting the Standard for Service"
ON Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F-1078
NC Registered Geologists Firm C-406
SC Registered Engineering Firm 3252
February 8, 2021
Mr. Chris Plaford
Property Owner
ECS Project No. 22:29975
Reference: Geotechnical Engineering Report
Lot 64 — Soundview Drive
Hampstead, Pender County, North Carolina
Dear Mr. Plaford:
ECS Southeast, LLP (ECS) has completed the subsurface exploration and geotechnical engineering
analyses for the above -referenced project. Our services were performed in general accordance with
our agreed to scope of work. This report presents our understanding of the geotechnical aspects of
the project along with the results of the field exploration conducted and our design and construction
recommendations.
It has been our pleasure to be of service to you during the design phase of this project. We would
appreciate the opportunity to remain involved during the continuation of the design phase, and we
would like to provide our services during construction phase operations as well to verify subsurface
conditions assumed for this report. Should you have any questions concerning the information
contained in this report, or if we can be of further assistance to you, please contact us.
Respectfully submitted,
ECS Southeast, LLP
Mike Delaney E.1.
Project Manager
[e-mail]
Winslow Gains, PE
Principal Engineer
[e-mail]
6714 Netherlands Drive, Wilmington, NC 28405 • T. 910-686-9114 • F: 910-686-9666 • www.ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Texas, LLP

Lot 64—Soundview Drive
ECS Project No. 22:29975
TABLE OF CONTENTS
February 8, 2021
Page
EXECUTIVE SUMMARY.............................................................................................................1
1.0 INTRODUCTION..................................................................................................................2
2.0 PROJECT INFORMATION.....................................................................................................3
2.1 Project Location/Current Site Use/Past Site Use...................................................................3
2.2 Structual Information/Loads..................................................................................................3
3.0 FIELD EXPLORATION TESTING..............................................................................................4
3.1 Subsurface Characterization..................................................................................................4
3.2 Groundwater Observations....................................................................................................4
4.0 DESIGN RECOMMENDATIONS.............................................................................................5
4.1 Foundations............................................................................................................................5
4.2 Lateral Earth Pressures...........................................................................................................6
5.0 SITE CONSTRUCTION RECOMMENDATIONS.........................................................................8
5.1 Subgrade Preparation............................................................................................................8
5.1.1 Stripping and Grubbing.................................................................................................8
5.2 Earthwork Operations —Structural Fill...................................................................................8
6.0 CLOSING.............................................................................................................................9
APPENDICES
Appendix A — Drawings & Reports
• Site Location Diagram
• Exploration Location Diagram
Appendix B — Field Operations
• Reference Notes for CPT Testing
• Cone Penetration Test Sounding Logs S-1 through S-3

Lot 64 — Soundview Drive
ECS Project No. 22:29975
EXECUTIVE SUMMARY
February 8, 2021
Page 1
The following summarizes the main findings of the exploration, particularly those that may have a cost
impact on the planned development. Further, our principal foundation recommendations are
summarized. Information gleaned from the executive summary should not be utilized in lieu of reading
the entire geotechnical report.
• The geotechnical exploration performed for the site included three (3) electronic cone
penetration test (CPT) soundings drilled to termination depths of approximately 15 to 35 feet.
• The proposed structure can be supported on a deep foundation consisting of 8-inch square
timber piles installed to an embedment depth of 22 feet for an axial capacity of 10 kips.
Alternative embedment depths and their respective capacities are given on page 5.
• Groundwater was encountered in the soundings at a depth 4 inches beneath existing grades in
the wetlands area, and 2.5 feet beneath existing grades outside of the wetlands.

Lot 64 — Soundview Drive
ECS Project No. 22:29975
1.0 INTRODUCTION
February 8, 2021
Page 2
The purpose of this study was to provide geotechnical information for the foundation and bulkhead design
for the residential structure proposed for lot 64 on Soundview Drive in Hampstead, Pender County, North
Carolina. The recommendations developed for this report are based on project information supplied by
Mr. Chris Plaford.
Our services were provided in accordance with our Proposal No. 22:24808, dated January 28, 2021, as
authorized by Mr. Chris Plaford on January 28, 2021, which includes our Terms and Conditions of Service.
This report contains the procedures and results of our subsurface exploration programs, review of existing
site conditions, engineering analyses, and recommendations for the design and construction of the
project.
The report includes the following items.
• A review of surface topographical features and site conditions;
• A review of subsurface soil stratigraphy with pertinent available physical properties;
• Pile capacities and embedment depths;
• Lateral earth pressure parameters;
• Site development recommendations;
• Suitability of soils for use as fill material;
• Discussion of groundwater impact;
• Compaction recommendations;
• Site vicinity map;
• Exploration location plan; and
• CPT sounding log.

Lot 64 — Soundview Drive February 8, 2021
ECS Project No. 22:29975 Page 3
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE
The site is located adjacent to 117 Soundview Drive N in Hampstead, Pender County, North Carolina. It is
bounded on the north by Soundview Drive, the south by the intercoastal waterways, and the east and
west by neighboring residential lots. Figure 2.1.1 below shows an image of where the site is located.
Figure 2.1.1 Site Location
The site was clear prior to the conducted subsurface exploration. Based on our site visit and approximate
elevations from Google Earth, the site is relatively flat with typical elevations on site ranging from
approximately 5 to 9 feet. According to FRIS, the site is in the AE 12 flood zone.
2.2 STRUCTUAL INFORMATION/LOADS
At the time of this report, additional project information including structural loads and grading
information was not available. The following information explains the assumed finished floor elevations
and anticipated structural loads for the purpose of the recommendations made in this report:
Table 2.3.1 Structural Design Values
SUBJECT
DESIGN INFORMATION / EXPECTATIONS
Usage
Residential
Column Loads
Up to 25 kips
Wall Loads
Up to 2 klf
Elevations
+/- 2 feet of existing grades

Lot 64 — Soundview Drive February 8, 2021
ECS Project No. 22:29975 Page 4
3.0 FIELD EXPLORATION TESTING
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Reference Notes for Cone Penetration Soundings. Our scope of work included performing three (3) CPT
Soundings. The approximate sounding locations are shown on the Location Diagram in Appendix A.
3.1 SUBSURFACE CHARACTERIZATION
The subsurface conditions encountered were generally consistent with published geological mapping.
The following sections provide generalized characterizations of the soil. Please refer to the CPT sounding
log in Appendix B.
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.
Table 3.1 Subsurface Stratieraohv
Approximate
Stratum
Description
Ranges of
Depth Range
N*-Values(1) blows
per foot (bpf)
0.0 to 20.0
1
Very Loose to Medium Dense, Silty and Clean SAND
2 to 12
(SM, SP); Moist to Saturated.
20.0 to 35.0
II
Loose to Medium Dense, Silty and Clean SAND (SM,
5 to 22
SP); Saturated
Notes: (1) Equivalent Corrected Standard Penetration Test Resistances
3.2 GROUNDWATER OBSERVATIONS
Water levels were measured in our CPT soundings in Appendix B. Groundwater was encountered in the
soundings at a depth 4 inches beneath existing grades in the wetlands area, and 2.5 feet beneath existing
grades outside of the wetlands. Due to this property's location within the vicinity of the intercoastal
waterways, the groundwater level is heavily influenced by tidal forces. Variations in the long-term water
table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction
activities, and other factors.

Lot 64 — Soundview Drive February 8, 2021
ECS Project No. 22:29975 Page 5
4.0 DESIGN RECOMMENDATIONS
4.1 FOUNDATIONS
The proposed structures can be supported on a deep foundation system consisting of 8-inch timber piles.
The following table shows the allowable pile capacities for 8-inch square timber piles. The embedment
depth listed is in reference to the existing grade at the time the sounding was performed.
Table 4.1.1: 8-Inch Square Timber Piles
Embedment Depth
(Feet)
Axial Capacity
(kips)
Uplift
(kips)
21
8
2.0
22
10
2.5
25
20
3.5
27
23
3.7
In our opinion, piles installed to depths shallower than recommended depths, would not provide long-
term stability of the proposed structure. 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 pile have a minimum rated energy blow
of 1,800 foot-pounds. Driving criteria and bearing elevations should be established prior to driving piles.
Based on the subsurface conditions, we recommend that the piles installed be limited to a pre -auger
depth of approximately 9 feet below existing grades.
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. A minimum of
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.

Lot 64 - Soundview Drive
ECS Project No. 22:29975
4.2 LATERAL EARTH PRESSURES
February 8, 2021
Page 6
The bulkhead wall utilized for this project should be designed to withstand the lateral earth pressures and
hydrostatic forces exerted upon it. In the design of bulkhead walls to restrain compacted engineered fill
or in -situ natural soils, the in -situ soil parameters that can be utilized for the site is summarized in the
table 4.2.1 and 4.2.2. The depths are in reference to the depth below the existing grade at the time the
sounding and borings were performed.
Table 4.2.1 Soil Parameters corresponding to S-3
Coefficient
Coefficient
Moist and
Coefficient of
of At -Rest
Soil
�
of Passive
Depth (ft)
Effective Unit
c (psf)
Active Earth
Earth
Type
(degrees)
Earth
Weight (pcf)
Pressure, Ka
Pressure,
Pressure, Kp
Ko
0-2
SAND
96.7 (34.3)
25.7
0
0.395
2.531
0.566
2-4
SAND
110.6 (48.2)
31.2
0
0.318
3.150
0.482
4-6
SAND
105.8 (43.4)
29.3
0
0.343
2.917
0.511
6-7
SAND
110.8 (48.4)
0.0
0.38
1
1
1
7-11
SAND
114.9 (52.5)
33.0
0
0.295
3.392
0.455
11-12.5
SAND
111.8 (49.4)
0.0
0.40
1
1
1
12.5-15
SAND
104.5 (42.1)
28.7
0
0.351
2.848
0.520
Table 4.2.2 Soil Parameters corresponding to S-2
Coefficient
Coefficient
Moist and
Coefficient of
of At -Rest
Depth (ft)
Soil
Effective Unit
�
c (psf)
Active Earth
of Passive
Earth
Type
Weight(pcf)
(degrees)
Pressure, Ka
Earth
pressure
pressure, Kp
Ko
0-2.5
SAND
100.2 (37.8)
27.1
0
0.374
2.673
0.544
2.5-6.5
SAND
107.6 (45.2)
30.0
0
0.333
3.0
0.5
6.5-9
SAND
113.5 (51.1)
32.4
0
0.302
3.309
0.464
9-14
SAND
110.6 (48.2)
31.2
0
0.318
3.150
0.482
14-16
SAND
104.5 (42.1)
28.7
0
0.351
2.848
0.520
16-20
SAND
102.7 (40.3)
0.0
0.20
1 1
1
1 1
These recommendations have assumed no surcharge loads. The increased lateral pressures generated by
surcharge loads (i.e. slopes, parking, construction and building areas, etc.) should be considered in the
design. A typical traffic surcharge load is 250 psf. Based on our subsurface findings, groundwater was
noted at approximately 0.33 feet (4 inches) beneath the ground surface in the vicinity of the proposed
retaining wall. The wall should be designed to resist hydrostatic pressures.

Lot 64 — Soundview Drive
ECS Project No. 22:29975
February 8, 2021
Page 7
For wall conditions where wall movement cannot be tolerated or where the wall is restrained at the top,
the "At Rest" earth pressure should be used. For wall conditions where outward wall movement in the
range of 0.5 to 1 percent of the wall height can be tolerated, the "Active" earth pressure should be used.
In evaluating the resistance of soil to lateral loads imposed by structures, the "Passive" earth pressure
should be used. Please note that the full development of passive pressure requires deflections toward
the soil mass on the order of 1 to 4 percent of the wall height.

Lot 64 — Soundview Drive February 8, 2021
ECS Project No. 22:29975 Page 8
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, and any soft or
unsuitable materials from the 10-foot expanded building footprint. The CPT soundings encountered 6 to
8 inches of topsoil on site.
5.2 EARTHWORK OPERATIONS —STRUCTURAL FILL
Prior to placement of Structural Fill, bulk samples (about 50 pounds) of on -site and/or off -site borrow
should be submitted to ECS for laboratory testing, which will typically include Atterberg limits, natural
moisture content, grain -size distribution, and moisture -density relationships (i.e., Proctors) for
compaction. Import materials should be tested prior to being hauled to the site to determine if they meet
project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if
the test results are within the last 90 days.
Satisfactory Structural Fill Materials: Materials satisfactory for use as structural fill should consist of
inorganic soils with the following engineering properties and compaction requirements.
STRUCTURAL FILL INDEX PROPERTIES
Subject
Property
Building and Pavement Areas
LL < 40, PI<20
Max. Particle Size
4 inches
Fines Content
Max. 25 % > #200 sieve
Max. organic content
5% by dry weight
STRUCTURAL FILL COMPACTION REQUIREMENTS
Subject
Requirement
Compaction Standard
Standard Proctor, ASTM D698
Required Compaction
95% of Max. Dry Density
Moisture Content
-2 to +2 % points of the soil's
optimum value
Loose Thickness
8 inches prior to compaction
On -Site Borrow Suitability: Significant natural deposits of soils are present on the site. These occur mostly
at relatively shallow depth below the surface.
Fill Placement: Fill materials should not be placed on frozen soils, on frost -heaved soils, and/or on
excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement,
and frozen or frost -heaved soils should be removed prior to placement of structural fill or other fill soils
and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture
conditioned.

Lot 64 — Soundview Drive February 8, 2021
ECS Project No. 22:29975 Page 9
6.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation, expressed or implied, and no warranty or guarantee is included or intended in
this report.
The description of the proposed project is based on information provided to ECS by Mr. Chris Plaford. If
any of this information is inaccurate or changes, either because of our interpretation of the documents
provided or site or design changes that may occur later, ECS should be contacted so we can review our
recommendations and provide additional or alternate recommendations that reflect the proposed
construction.
We recommend that ECS review the project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations and quality assurance testing during earthwork and foundation installation are an
extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our
expertise throughout the geotechnical phases of construction, and to provide consultation and
recommendation should issues arise.
ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in
this report.

APPENDIX A — Diagrams & Reports
Site Location Diagram
Exploration Location Diagram

600
Site Location Diagram
LOT 64 SOUNDVIEW DRIVE
117 SOUNDVIEW DRIVE N, HAMPSTEAD, NORTH CAROLINA
CHRIS PLAFORD
ENGINEER
WEG
SCALE
AS NOTED
PROJECT NO.
22:29975
SHEET
1 OF 2
DATE
2/5/2021

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NOW OR FORMERLY
JD.NSON
0,8. 4318, P. 29a
LOT 65
BELVEDERE PLANTATON
M.B. 15, P, 20
a )'t' -
S32'41' 0°E 396,78'
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AREA ABOVE N-ILl: '121=' q.F1.
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NOW OR FORMERLY
FREEMAN
0-13. 1869, P. 224
LOT 63
BELVEDERE PLANTATION
M P. 20
0 60 120
Feet
Boring Location Diagram
LOT 64 SOUNDVIEW DRIVE
117 SOUNDVIEW DRIVE N, HAMPSTEAD, NORTH CAROLINA
CHRIS PLAFORD
ENGINEER
WEG
SCALE
AS NOTED
PROJECT NO.
22:29975
SHEET
2OF2
DATE
2/5/2021

APPENDIX B — Field Operations
Reference Notes for CPT Testing
Cone Penetration Test Sounding Logs S-1 through S-3

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 (qc), pore water pressure (u2),
and sleeve friction (fs). 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. Sensitive, Fine Grained 6. Clean Sands to Silty Sands
2. Organic Soils-Peats 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 (q ) to soil
consistency or relative density:
SAND SILT/CLAY
Corrected Cone Tip
Resistance (q ) (tsf) Relative Density Corrected Cone Tip
Resistance (q ) (tsf) Relative Density
<20 Very Loose <5 Very Soft
20-40 Loose 5-10 Soft
40-120 Medium Dense
10-15
15-30 Stiff
120-200 Dense 30-45 Very Stiff
>200 Very Dense
45-60 Hard
>60 Very Hard
Pore Pressure Ratio, BqCone Resistance, QtCone Resistance, QtFriction Ratio, Fr (%)
SUBSURFACE EXPLORATION PROCEDURE:
CONE PENETRATION TESTING (CPT)
ASTM D 5778
In the CPT sounding procedure, an electronically instrumented cone
penetrometer is hydraulically advanced through soil to measure point
resistance (qc), pore water pressure (U2), and sleeve fricon (fs). These
values are recorded connuously as the cone is pushed to the desired
depth. CPT data is corrected for depth and used to esmate soil
classificaons and intrinsic soil parameters such as angle of internal
fricon, pre-consolidaon pressure, and undrained shear strength.
Involves the direct
push of an
electronically
instrumented cone
penetrometer*
through the soil
Values are recorded
connuously
CPT data is corrected
and correlated to soil
parameters
*CPT Penetrometer Size May Vary
CPT Procedure:
Project: Lot 64 - Soundview DriveECS Southeast, LLP6714 Netherlands DriveWilmington, NC 28405ECS Project # 22:29975Total depth: 35.76 ft, Date: 2/1/2021Hampstead, NC 28443Cone Type: DDG1299Cone Operator: Austin FowlerCPT: S-1Location:Cone resistanceTip resistance (tsf)50Depth (ft)3534333231302928272625242322212019181716151413121110987654321Cone resistanceSleeve frictionFriction (tsf)0.60.40.2Depth (ft)3534333231302928272625242322212019181716151413121110987654321Sleeve frictionPore pressure uPressure (psi)20100Depth (ft)3534333231302928272625242322212019181716151413121110987654321Pore pressure uSPT N60N60 (blows/ft)302520151050Depth (ft)35343332313029282726252423222120191817161514131211109876543210SPT N60Norm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)3534333231302928272625242322212019181716151413121110987654321Norm. Soil Behaviour TypeSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltCPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 2/5/2021, 10:29:34 AM0Project file:
Project: Lot 64 - Soundview DriveECS Southeast, LLP6714 Netherlands DriveWilmington, NC 28405ECS Project # 22:29975Total depth: 34.94 ft, Date: 2/1/2021Hampstead, NC 28443Cone Type: DDG1299Cone Operator: Austin FowlerCPT: S-2Location:Cone resistanceTip resistance (tsf)50Depth (ft)3534333231302928272625242322212019181716151413121110987654321Cone resistanceSleeve frictionFriction (tsf)0.60.40.2Depth (ft)3534333231302928272625242322212019181716151413121110987654321Sleeve frictionPore pressure uPressure (psi)151050Depth (ft)3534333231302928272625242322212019181716151413121110987654321Pore pressure uSPT N60N60 (blows/ft)302520151050Depth (ft)35343332313029282726252423222120191817161514131211109876543210SPT N60Norm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)3534333231302928272625242322212019181716151413121110987654321Norm. Soil Behaviour TypeSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltCPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 2/5/2021, 10:30:14 AM0Project file:
Project: Lot 64 - Soundview DriveECS Southeast, LLP6714 Netherlands DriveWilmington, NC 28405ECS Project # 22:29975Total depth: 14.93 ft, Date: 2/1/2021Hampstead, NC 28443Cone Type: DDG1299Cone Operator: Austin FowlerCPT: S-3Location:Cone resistanceTip resistance (tsf)604020Depth (ft)14.51413.51312.51211.51110.5109.598.587.576.565.554.543.532.521.510.5Cone resistanceSleeve frictionFriction (tsf)0.60.40.2Depth (ft)14.51413.51312.51211.51110.5109.598.587.576.565.554.543.532.521.510.5Sleeve frictionPore pressure uPressure (psi)6420Depth (ft)14.51413.51312.51211.51110.5109.598.587.576.565.554.543.532.521.510.5Pore pressure uSPT N60N60 (blows/ft)302520151050Depth (ft)151413121110987654321SPT N60Norm. Soil Behaviour TypeSBTn (Robertson 1990)1612840Depth (ft)1514.51413.51312.51211.51110.5109.598.587.576.565.554.543.532.521.510.50Norm. Soil Behaviour TypeSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltCPeT-IT v.2.0.1.16 - CPTU data presentation & interpretation software - Report created on: 2/5/2021, 10:30:41 AM0Project file:
1"= 40’
TITLE:
SCALE:JOB:DATE:DRAWN BY:
FIGURE:
GY3/1/2120515
Lot 64 Belvedere
Pender County, NC 1
Map adapted from previous survey by Charles Riggs & Associates dated 12/3/2020Preliminary Wetland Boundar y
404 Wetland
Area of Proposed
Impact
Proposed Fill Area (0.07 acres)
Retaining Wall
38’
38’
38’
38’
ST PT
Soil Profile 1 and 2
0-10” Very dark gray (10YR 3/1) loamy sand, granular, very friable, non-expansive.
10-22” Light yellowish brown (2.5Y 6/4) loamy sand, granular, very friable, non--expansive.
22-40” Light yellowish brown (2.5Y 6/3) sand/loamy sand, granular, very friable, non-expansive with brownish yellow (10YR 6/8) mottles at 36”.
40-48” Light olive brown (2.5Y 5/4) loamy sand, granular, very friable, non-expansive..
Soil Wetness Condition: 36” (redox) ; LTAR 1.0
System Specifications:
5 bedroom residence
600 gal/day
Initial: LTAR 1.0
Install 1,250 gallon septic tank (ST)
Install 1,000 gallon pump tank (PT)
450 Sq. Ft. 25% Reduction system (reduction shown)
150 Ln. Ft. 25% Reduction system (reduction shown)
(4) 3’ x 38’ Nitrification trenches
Trench bottom depth 18”
Repair: LTAR 0.5
1200 Sq. Ft. Anaerobic drip irrigation system
600 Ln. Ft. Drip tubing required
30’ x 40’ Drip area shown
Install drip tubing 6” into soil
Soil Profile 3
0-10” Very dark gray (10YR 3/1) loamy sand, granular, very friable,
non-expansive.
10-14” Dark yellowish brown (10YR 4/4) loamy sand, granular, very friable,
non--expansive.
14-42” Light yellowish brown (2.5Y 6/4) sand/loamy sand, granular, very friable,
non-expansive with brownish yellow (10YR 6/8) mottles at 30”. and light
brownish gray (10YR 6/2) mottles at 32”
Soil Wetness Condition: 30-32”; LTAR 1.0
1
23
Notes:
1. Site was Evaluated using hand augers in accordance with 15A NCAC 18A .1900 regulations and is submitted in accordance with SL 2020-97,
Section 3.19 and G.S 130A336.2.
2. Pre-construction conference shall be held between the Licensed, Installer and the Licensed Soil Scientist of record to ensure proper location and
installation depth.
3. Inspection by Licensed Soil Scientist to be done prior to covering any part of system.
4. Domestic strength wastewater only.
5. Wastewater system and repair areas shall be protected from traffic and/or any other disturbance during all phases of construction. No removal
of mineral soil
6. Surface water shall be directed away from system area through landscaping and use of gutters on home.
7. Benchmark elevations should be set prior to construction of home to ensure gravity flow to system area.
8. Site may qualify for other system types.
9. Issuance of this permit does not supercede authorizations or permits from other permitting agencies. It is the responsibility of the owner to
conform to all other applicable permitting authority.
10. Permit does not constitute a guarantee of performance or warranty of any kind.

Landscape/Slope
(.1940)
Soil Characteristics
(.1941)
Soil Wetness
(.1942)
Soil Depth
(.1943)
Rest. Horizon
(.1944)
Avail. Space
(.1945)
Other Factors
(.1946)
Site Class.
(.1948)
S PS UClassification
x
x
X
x
x
x
x
X
17 March 2021