HomeMy WebLinkAboutMaster Plan Narrative2022290.01 MPD Narrative.doc
MASTER PLANNED DEVELOPMENT REPORT
FOR
PAWS4PEOPLE FOUNDATION
Castle Hayne, North Carolina
Prepared: March 2025
Prepared by:
Becker Morgan Group, Inc.
3333 Jaeckle Dr, Suite #120
Wilmington, NC, 28403
(910) 341-7600
0
TABLE OF CONTENTS
SECTION PAGE
1.0 INTRODUCTION ...............................................................................................................Pg. 1
2.0 PROJECT NARRATIVE ....................................................................................................Pg. 1
3.0 TRAFFIC IMPACT .............................................................................................................Pg. 3
4.0 MASTER PLANNED DEVELOPMENT CONSIDERATIONS .....................................Pg. 4
5.0 COMMUNITY MEETING SUMMARY ...........................................................................Pg. 8
6.0 MASTER PLANNED DEVELOPMENT TERMS & CONDITIONS ............................Pg. 9
APPENDIX
Appendix A: Master Plan Development Site Plan...................................................................................13
Appendix B: Neighborhood Meeting Document ....................................................................................14
Exhibit A: List of Notified Adjacent Property Owners..............................................................15
Exhibit B: Notice Given to Adjacent Property Owners..............................................................16
Exhibit C: List of Adjacent Property Owner Attendees.............................................................17
Appendix C: Project Parcel A & B Record Plat......................................................................................18
Appendix D: Wetland Delineation Report by Terrracon.........................................................................19
Appendix E: FEMA Flood Map ..............................................................................................................20
Appendix F: NRCS Soil Map..................................................................................................................21
Appendix G: Geotechnical Report by Terracon .....................................................................................22
1
1.0 INTRODUCTION
This report is prepared to support the design of master planned development in accordance with New
Hanover County (NHC) regulations & standards for the subject site known as paws4people Foundation –
Assistance Dog Training Center. This project is a proposed assistance dog training facility expansion
located at 5000 Transformation Lane, west of Blue Clay Road and 200’ north of Glazier Road in the
census-designated place of Castle Hayne, located in New Hanover County, North Carolina. The project is
under NHC’s jurisdictional limits. The project is located on two parcels further described by the NHC
identification numbers below:
•Project Parcel A # R01100-008-016-000
•Project Parcel B # R01100-008-039-000
paws4people Foundation is requesting to rezone the aforementioned property from its current zoning of
Residential 15 (R-15) to a Planned Development District (PD) to allow a mixed use development
including single family, multi-family, and community benefiting commercial development in accordance
with NHC’s Unified Development Ordinance (UDO). The development will be an expansion of the
existing paws4people Foundation.
This report will demonstrate that the proposed project is in accordance and compliance with NHC unified
Development Ordinance (UDO) Section 3.3 – Mixed Use Zoning Districts, Section 3.3.3 General
Requirements for Mixed Use Zoning Districts, and Section 10.3.2.C – Zoning Map Amendments, and
Section 10.3.4 Master Planned Development and will provide narrative information about site conditions.
2.0 PROJECT NARRATIVE
Project Parcel A comprises a total of 10.57 acres +/-. Parcel Project B contains an existing residential
home and comprises 0.67 acres. Furthermore, all proposed improvements will occur within Project Parcel
A. Both Project Parcel A & B will be under the proposed Master Planned Development, as both parcels
are owned by paws4people Foundation. A wetland delineation was performed by Terracon in September
2024, which determined that there are 0.88 acres of wetlands within the existing parcel. A copy of the
wetland delineation report is included in Appendix D. Per FEMA Map Panel 3720324100K, the project
falls in an area of Minimal Flood Hazard (Zone X). The predominant soil types within the parcel, as
identified from the USDA / NRCS Custom Soil Resource Report are Le (Leon sand), Mu (Murville fine
sand), and Ly (Lynn Haven fine sand). Furthermore, Terracon completed a geotechnical investigation of
the project area in September of 2024. Please see Appendix G for Geotechnical Report.
Project Parcel A currently consists of existing paws4people Foundation (applicant/owner) business
buildings, residential facilities, training fields, roads, open grass spaces and wooded areas. The site is
currently zoned as R-15 (Residential District) with Land Use Code 920-Charitable Services per NHC
property records. The project is proposing a Master Planned Development (MPD) to rezone the site to PD
(Planned Development). The site currently has the following buildings and locations from plan west to
east: RILEY Administrative building, Chaney Dormitory & Dining facility, Brinkley Programming
Facility, OATLIE K9 Training field, BRIELLE Puppy Development Center, and the WYATT K9
Training Field. These buildings are found on Sheet C-101 in Appendix A.
A tree survey was conducted by the site surveyor: Port City Survey. This survey was focused on the
Phase 1 project boundary (found on Sheet C-002 in Appendix A) and gave a description of the existing
vegetation contained within the parcel. The site contains numerous tree species including crepe myrtle,
pine, oak, magnolia, and maple trees. The above trees except for crepe myrtle are regulated trees per
2
NHC’s UDO Table 5.3.4.A: Regulated Trees. These trees fall under the regulated tree requirements and
standards found in Section 5.3 of the NHC UDO. A subsequent tree removal permit will be required for
the demolition and removal of any regulated trees on site. Furthermore, an effort to preserve existing
vegetation on site has been made to maintain existing site appearance and align with NHC 2016
Comprehensive plan and provide community benefit.
This master planned development for the site proposes three additional buildings & accompanying off
street parking that will have commercial, residential, educational, and charitable applications. The first
phase of the project is the 7,000 SF BRADIE Assistance Dog Training Center. The second phase is the
2,000 SF Whelping center, followed third by the 2,000 SF RIDGLEY K9 Water Training Center, each
with their own associated parking areas and other site improvements. The current zoning of R-15 does not
allow and permit the uses desired to best fit paws4people Foundation’s mission. The flexibility of the PD
zoning district allows the site to contain both the existing and proposed site elements as well as their
accompanying uses and benefits. The intention is so that in the future buildings may swap and slot in
different uses allowed under the PD zoning. This unique zoning will set up paws4people Foundation to
best achieve and accomplish their goals and objectives.
paws4people Foundation’s mission is to educate and empower people to utilize Assistance Dogs to
transform their lives. They provide highly trained, customized, and insured assistance dogs to people with
disabilities. They also provide facility dogs who are trained, certified placed, and insured with a specific
individual to use within their profession and daily activities to provide them with greater independence.
They also look to increase the public’s knowledge about the importance of the roles that these dogs serve
within society. Each building and facility on site allow for a necessary step in paws4people’s process.
Each existing and proposed building leans towards a main use from NHC’s list of land uses and has an
intended purpose. The RILEY administrative building has NHC’s Offices for Private Business and
Professional Activities land use. The BRIELLE puppy development center, Whelping center &
RIDGLEY K9 water training center all make use of NHC’s kennel land use. To further clarify, the NHC
land use defines kennel as, “An establishment, including doggy day cares, the engages in the business, for
a fee, or boarding, breeding, grooming, or training of more than three domesticated animals at any one
time…” however the aforementioned building are intended to serve as the locations in which the
assistance dogs are trained and housed indoors. The whelping center also falls under the veterinary
service land use. The BRADIE assistance dog training center promotes educational opportunities for the
community and paws4people clients and therefore falls under the vocational or trade school land use. This
building also serves as the homes for dogs in the training program and therefore best fits NHC’s kennel
use. However, Both the OATLEY & WYTATT K9 training fields fall under the outdoor recreation
establishment use case. The CHANEY, BRIELLE, and BRINKLEY building all fall under the live/work
or caretaker unit use. These buildings are intended for use by paws4people Foundation Foundation to stay
overnight to train dogs over multiple day period and program sessions. The uses above are the main use
for each existing and proposed building but are not limited to only these uses. All of these uses together
create the ideal environment to efficiently and innovatively obtain the paws4people Foundation mission.
This MPD is a high-level plan that identifies acceptable land uses, site layout, and identifies dimension
standards for the development. This narrative along with the Master Plan Development site plans,
community meeting summary, application, and master plan development terms & conditions document
acts as the guideline for a high-quality mixed-use development that promotes greater opportunity for
those affected by disabilities within our community, as well as informing the community about the
important roles these dogs serve. This project, like any other, will require coordination with NCDOT,
CPFUA, NHC, NCDEQ, and any other regulatory agency to ensure safe and viable development. With all
the segments and pieces aligning, we believe this development presents the county, applicants, and
community at large with a great opportunity. We appreciate your time and consideration for this proposed
development.
3
3.0 TRAFFIC IMPACT
Per NHC’s Master Plan Development Application the estimated number of trips generated for the
project’s proposed maximum density and intensity was required to modeled to show the change in vehicle
trips after full build out is complete. This was modeled per the most recent version of the Institute of
Traffic Engineers (ITE) Trip Generation Manual. Based on the site uses proposed in this MPD, they were
compared with the closest fitting land uses within the ITE manual. From this, it was determined that
Office (712) best represents the CHANEY building found in the bottom left of the MPD plans. Mobile
Home (240) best represents the existing home found in Parcel Project B. Lastly, Animal Hospital (640)
best represents all proposed and existing buildings on the site. Trip generations were calculated based on
the three different time periods: weekday, PM peak, and AM peak. The findings from this model are
summarized below.
Table 1: Trip Generation Summary
PM Peak Hour Trips
(vph)
AM Peak Hour Trips
(vph)
Land Use (ITE
CODE)
Intensity Week Day
Traffic (vpd)
Enter Exit Enter Exit
Office - 712 2, 740 S.F.39 4 5 4 3
Mobile Home - 240 1,568 S.F.7 0 1 0 0
Animal Hospital - 640 12,235 S.F.499 46 43 46 41
50 49 50 44Total Trips 545 99 94
The trip generations above were calculated based on the most appropriate land use within the ITE manual,
however the Animal Hospital (640) may not be the most accurate representation of traffic flows for this
particular project. Therefore, it was requested that the paws4people Foundation team provide trip
information based on typical daily operational traffic flows.
Typically, traffic flows to the following buildings on site. Firstly, traffic goes to the BRIELLE puppy
development center with the main constituents being paws4people Foundation employees, University of
North Carolin Wilmington students, interns, volunteers and clients. Secondly, the flow would go to the
CHANEY site dormitory building with typical clients and paws4people Foundation employees. Third,
would be the RILEY operations & office building with mostly paws4people Foundation empoyees,
contractors and clients. Last, would be to the BRINKLEY building with paws4people Foundation
employees and clients.
The existing site vehicle traffic is summarized by paws4people Foundation as the following. On a normal,
average day, the traffic to the site would be around 20 trips maximum. The most traffic on the site flows
from Monday through Friday during traditional business hours. There are typically around 10 trips on
average on weekend days. If there is a volunteer workday these number would increase, however these
volunteer days typically occur on weekdays.
The addition of the new BRADIE building is not anticipated to increase traffic to the site. Outside of
larger training groups, which may occur twice a quarter or an event, on average occurring three to four
times a year, under these circumstances traffic may spike up to 40-50 trips. This is not anticipated to have
any negative impact on the community/neighbors around the paws4people Foundation facility.
Furthermore, vehicular access for the MPD site from Blue Clay Road is gated for use only by emergency
vehicles, paws4people staff & volunteers, & paws4people clients. The site is not open for public access.
4
Due to this, it is anticipated that the site trips will not reach the levels determined the ITE Trip Generation
Table above.
4.0 MASTER PLANNED DEVELOPMENT CONSIDERATIONS
1. How would the requested change be consistent with the County’s policies for growth and
development, as described in the 2016 Comprehensive Plan, applicable small area plans, etc.
a. The 2016 Comprehensive Plan outlines and identifies NHC’s goals for development and
growth in the future. This PD zoning development and MPD is consistent with the
themes and objectives of the 2016 Comprehensive Plan, including the following:
i. Livable Built Environment
1. This is to ensure that all elements of the built environment, including
land use, transportation, housing, energy, and infrastructure work
together to provide sustainable places for living, working, and recreation
to produce a high quality of life. This development provides a mix of
land uses including civic, residential, and open spaces with a focus on
retaining trees and providing green spaces in accordance with the NHC
UDO.
ii. Harmony with Nature
1. This seeks to ensure the contributions of natural resources to human
well-being are explicitly recognized and valued, and maintenance of
nature. The MPD proposes a stormwater design to ensure that runoff is
treated on site with an intentional focus on negating impacts on adjacent
properties. Furthermore, an effort to maintain exiting vegetation has been
made with the establishment of a 10’ landscape buffer around the site
perimeter to maintain the existing treelined to screen any non-PD uses
from the site.
iii. Interwoven Equity
1. Seeks to ensure fairness and equity in providing for the housing,
services, health, safety, and livelihood of its citizens. This project aims to
provide paws4people foundation with greater capacity and ability to
achieve their goals of educating the public on the importance of the roles
assistance dog serves and provides highly trained and customed
assistance dogs to transform individuals lives.
iv. Resilient Economy
1. Ensures the community is prepared to deal with both positive and
negative changes in its economic health and to initiate sustainable urban
development and redevelopment strategies that foster business growth
through technology and innovation and build reliance on local assets.
This development aims to foster civic engagement, address social needs,
provide volunteer & employment and strengthen the NHC community.
5
v. Healthy Community
1. Ensures that public health needs are recognized and addressed through a
variety of provisions. paws4people Foundation seeks to aid in healthy
community by supporting those affected by disabilities by providing
assistance dogs customized to meet the needs of an individual.
vi. Responsible Regionalism
1. Ensures all local proposal account for, connect with, and support the
plans of adjacent jurisdictions and surrounding region. The City of
Wilmington is the largest adjacent jurisdiction and will also be able to
benefit from paws4people Foundation’s goals. Furthermore, other
adjacent jurisdictions and the surrounding region also stand to benefit.
b. paws4people trains and places assistance dogs with users to promote a better tomorrow.
Their philosophy is that anyone with any kind of disability can be taught how to utilize an
assistance dog to Control, Regulate, and Mitigate the effects of their disability.
Assistance dogs provided by paws4people promotes a much greater independence and
invaluable service to those affected by a disability. The proposed training complex allows
them to provide more services and resources for the community at large. This aligns with
NHC’s comprehensive plan goal that aims to, “support health promotion and disease
prevention while minimizing debilitating effects of mental and physical disabilities.” This
complex would also create a greater awareness and understanding of physical & mental
health disabilities and how these dogs can assist. Lastly, paws4people’s facility will
conserve and enhance NHC’s unique sense of place to attract individuals, companies, and
organizations.
2. How would the requested change be consistent with the property’s classification on the 2016
Comprehensive Plan’s Future Land Use Map.
a. The 2016 Comprehensive Plan identifies the project area in the General Residential place
type. This designation promotes and incentivizes lower density housing and associated
civic and commercial services. Firstly, the standards set forth in the MPD are based on
the site’s current zoning of R-15 to match with typical residential standards and site
characteristics. This is intended to maintain the existing appearance and strandardsof a
residential zoning within the new PD zoning. Secondly, the site’s location in Castle
Hayne is a less populated area and the site’s intended uses are not anticipated to have a
significant increase in traffic or have an impact on neighboring areas, this will maintain
the existing low traffic volume within the surrounding area. Further north on Blue Clay
Road zoning changes from residential to industrial uses with existing construction stock
yards and west of the site is an existing NCDOT complex. Therefore, the site is located in
an area of the county that already has multiple uses & zonings within a small area.
Existing vegetation on the site’s will be maintained to keep’s the sites natural beauty,
promote environmentally responsible growth and will not separate the site’s appearance
from the neighboring residential developments. The only proposed removal of vegation is
around the proposed buildings and stormwater measures. A proposed 10’ landscape
buffer is set forth to maintain visual screening from any non-PD zoning properties. The
appearance of the master plan site is not anticipated to change from existing conditions to
after the proposed site elements have been constructed. No drastic changes will occur to
6
the overall appearance of the site from its existing conditions. Furthermore, this proposed
master plan development is designed to stay incorporated with the adjacent residential
properties and separate from other non-residential uses in the immediate area. This MPD
also sets out to achieve the following goals from the General Residential place type:
i. Promote environmentally responsible growth.
1. This MPD seeks to maintain as much vegetation as possible on site and
treat runoff on site and avoid any impacts on adjacent properties.
ii. Increase physical activity and promote health, active lifestyles.
1. paws4people Foundation supports dogs affected by disabilities by
providing assistance dogs customized to meet the needs of an individual
and promote healthy lifestyles.
iii. Conserve and enhance our unique sense of plate to attract individuals,
companies, and organizations.
1. paws4people Foundation operates programs that connects volunteers,
trainers, and clients thus strengthening community ties. Their work with
local organizations aids in fostering a culture of service and compassion,
this makes the county more attractive to individuals and business that
value social responsibility.
iv. Actively promote high quality educational and diverse cultural opportunities for
New Hanover County residents and visitors.
1. paws4people actively promotes high quality education and diverse
cultural opportunities for NHC residents and visitors through the
aforementioned training dog programs, community outreach, and
partnerships with local institutions.
3. How does the proposed master planned development meet the required elements and intent of the
proposed zoning district.
a. The NHC UDO establishes the following primary objectives for PD zoning and the
following apply to this site:
1. Reducing the inflexibility of zoning district standards that sometimes
result from strict application of the base district, and development
standards.
2. Allowing greater flexibility in selecting: the form and design of
development, the ways by which pedestrians and traffic circulate, how
the development is located and designed to respect the natural features of
the land and protect the environment, the location, and integration of
open space and civic space into the development, and design amenities.
3. Encouraging a greater mix of land uses within the same development.
4. Allowing more efficient use of land.
5. Promoting development forms and patterns that respect the character of
established surrounding neighborhoods and other types of land uses.
7
ii. The applicant proposes a multi-faceted complex that is tailor made to achieve
paws4people’s goal of educating and empowering people to utilize assistance
dogs to transform their lives. The proposed MPD provides a diverse mix of land
uses, open spaces, facilities & services that incorporated together in an efficient
manner provides an innovative facility for the training of assistance dogs and the
people who utilize them. The PD zoning district allows for much greater
flexibility than that of a typical base zoning district. It also allows for a more
efficient use of land as otherwise to achieve the same goals, multiple parcels with
different zoning would be necessary. All proposed uses previously discussed for
the site in Section 2.0 – Project Narrative are permitted by the PD zoning district.
The MPD also provides the following community benefits: improved design,
natural preservation, and mixed-use development. The architectural design of the
proposed BRADIE, Whelping, and RIDGLEY centers exceeds that of any
minimum standards found in the NHC UDO & other county regulations. Native
vegetation, habitats, features, and trees that will not be disturbed by the proposed
site additions will be preserved to maintain the natural beauty and ecosystem
benefits currently found on the existing site, furthermore a 10’ landscape buffer
has been set forth to respect the character of the stablished surrounding
residential neighborhoods. Lastly, the diversity of uses on the site from
residential, civic, and other non-residential uses will create an innovative,
integrated, and efficient mixed-use development.
8
5.0 COMMUNITY MEETING SUMMARY
Written notice of a community meeting for the above referenced Master Plan project was given out via
USPS mail to all property owners within five hundred feet (500’) of the subject property. A list of all
adjacent property owners to whom written notice was mailed is Exhibit A. A copy of the notice given out
is Exhibit B. A list of those who attended is attached as Exhibit C.
paws4people and Becker Morgan Group held a Community Meeting on March 25, 2025 at paws4people’s
CHANEY facility at 5:30 pm. All discussions were completed by 6:00pm. The meeting was recorded and
shared with anyone requesting a copy. An aerial image of the proposed site Master plan was presented.
The site is being rezoned from R-15 to PD.
The following issues and concerns were brought up during the community meeting:
•Stormwater management
•Sewer connection easement
•Aesthetic changes to existing vegetation
To expand further on the topics above the following concerns are detailed:
•Regarding stormwater management, there were concerns about water runoff on site. An existing
ditch and wetland area borders the northern portion of the site. There was concern expressed
about how this development may impact this area. The existing ditch within the property area
however drains south and is not anticipated to have any impact on the area discussed. Every effort
will be made to control the flow through the existing ditches and proposed stormwater outfall to
avoid downstream erosion and impact. Furthermore, a proposed stormwater management wet
pond will further alleviate any potential for increased runoff and this effort will focus on
maintaining the lack of stormwater impacts on adjacent properties.
•A neighboring resident also expressed interest in the possibility of a sewer easement to allow
their parcel north of the site to gain sewer access. A verbal agreement may have been reached
between the adjacent property owner and the site owners prior to paws4people’s acquisition of
the property.
•A concern about the removal of perimeter vegetation was discussed. Intentional consideration and
planning have taken place in order to maintain as much of the existing vegetation on site as
possible. Furthermore, a 10’ landscape buffer is set forth in this document around the border of
any non-PD zoning areas and mature landscaping buffers including existing significant tree
coverage all the perimeter of the property will not be disturbed as to limit visual, light, and sound
impacts from the property.
•A comment was made about potential noise the training dogs would make. This was after
discussion of one of the NHC uses that best fit the project was kennel. However, the training dogs
are housed indoors and should not have an impact on noise to adjacent parcels.
9
6.0 MASTER PLANNED DEVELOPMENT TERMS & CONDITIONS
1. Conditions related to approval of the application for the planned development zoning district
classification:
a. Development within the PD District will comply with the use types, buffer requirements,
setback requirements, and dimensional standards as shown on the MPD Master Plan and
documented below.
b. The development and uses of the project area shall comply with all applicable regulations
and requirements imposed by the New Hanover County Unified Development Ordinance
(UDO), and any other applicable federal, state, or local law.
c. Approval of this rezoning does not constitute technical approval of the site plan. Issuance
of all required permits must occur prior to construction commencing.
d. The uses allowed shall include all of the permitted in the PD District as specified in NHD
UDO Table 4.2.1, except that the following uses will be prohibited:
i. The following Residential Uses:
1. Mobile Home Park
2. Mobile Home Subdivision
ii. The following Commercial Uses:
1. Adult Entertainment Establishment
2. Bar/Nightclub
3. Electronic Gaming Operation
4. Outdoor Shooting Range
5. Bank and/or Financial Institution
6. Repair Shop
7. Auction House
8. Convenience Store
9. Food Market
10. Grocery Store
11. Oil or Gas Dealer, Retail
12. Pharmacy
13. Boat Dealer
14. Car Wash
15. Fuel Sales
16. Mobile Home and Prefab Building Sales
17. Transportation Vehicle Service and Storage Facility
18. Vehicle Rentals
19. Vehicle Sales
20. Vehicle Service Station, Large Vehicles
21. Vehicle Service Station, Minor
22. Vehicle Service Station, Major
23. Vehicle Towing Service and Storage Yard
2. The MPD Master Plan, including, dimensional standards, and development standards established
in the MPD Master Plan:
10
a. Maximum height for all structures is limited = 40 feet
b. Setbacks for the PD zoning are as follows:
i. Front setback = 25 feet
ii. Side setback = 15 feet
iii. Rear setback = 20 feet
c. Landscape buffer along non-PD zoning districts is 10 feet.
3. Conditions related to the approval of the MPD Master Plan, including any conditions related to
the form and design of development sown in the MPD Master Plan:
a. Vehicular access for the master planned development site from Blue Clay Road is gated
for use only by emergency vehicles, paws4people staff & volunteers, & paws4people
clients. The site is not open for public access.
b. Existing perimeter vegetation is to remain, as per standards set forth in this MPD and
seen in Exhibit A. Additional vegetation will be added as required for each development
phase to meet NHC landscaping standards.
4. Provisions addressing how transportation, potable water, wastewater, stormwater management,
and other infrastructure will be provided to accommodate the proposed development:
a. Transportation will be provided by access to public rights of way. An NCDOT driveway
or encroachment permit is not anticipated due to no entrance improvements or additional
site access points.
b. Potable water and wastewater services has been provided to the existing site by Cape
Fear Public Utility Authority (CFPUA). Any extension of water or sewer utilities for each
phase of the MPD will be the responsibility of the owner. Permitting through CFPUA for
any extensions or modifications is anticipated.
c. Stormwater will be managed on site in accordance with NCDEQ standards for quality
and NHC for quantity standards and regulations, furthermore stormwater control
measures will comply with all County and State regulations, and appropriate permits will
be acquired for the project site.
d. Infrastructure will be designed in accordance with the North Carolina building code, all
other applicable government regulations, laws, and ordinances, and developed
consistently with the approved Master Planned Development.
5. Provisions related to environmental protection and monitoring:
a. Any 404 wetlands determined to exist on the site will be delineated and handled in
accordance with all applicable government regulations, laws, and ordinances including
Army Corp. of Engineers requirements. The property will comply with all applicable
regulations, laws, and ordinances from local, state, and federal sources with jurisdiction
over the site.
6. Compensating community benefits as identified by the PD zoning district in the NHC UDO may
include but are not limited to, improved design, natural preservation, improved connectivity for
11
pedestrians and/or vehicles, mixed-use development, green building practices, and dedication of
land or in-lieu fee contribution. The project’s proposed compensating community benefits are as
follows:
a.Improved design: The use of architectural design that exceeds any minimum standards
established in the NHC UDO or any other County regulation, or the use of site design
incorporating principles of walkable urbanism and traditional neighborhood
development, compatible with the comprehensive plan and other adopted County Plans.
i.The architectural design of the proposed BRADIE, Whelping, and RIDGLEY
centers will exceed that of any minimum standards found in the NHC UDO &
other county regulations. Improving and expanding the current site design will
increase the capacity of paws4people foundation to train more assistance dogs
and increase their capabilities for a wider range of uses and training methods.
This will allow for more volunteers to train and greater exposure and potential to
educate the public on how important assistance dogs can be on people’s lives and
the benefits for overall public well being. Furthermore, the addition and redesign
of parking lots for each of these buildings will improve site flow and access.
Increased parking counts will allow for more capacity as mentioned above and
improvements to these areas allow for easier and more efficient traffic circulation
on site.
b.Natural Preservation: The preservation of sensitive lands such as natural habitats,
natural features, or trees that exceed the requirements of this UDO, when they are located
on the site.
i.Unless required for necessary infrastructure or required by the county’s land use
and building regulations, existing vegetation that serves as a buffer between the
development site and adjacent uses will be left in place. The design of the
proposed site elements are located to best preserve the existing vegetation and
natural elements. Existing perimeter site vegetation is also kept in place to create
a visual buffer from neighboring existing residential parcels. Native vegetation,
habitats, features, and trees that will not be disturbed by the proposed site
improvements will be preserved to maintain the current natural beauty of the site
as well as any ecosystem benefits. This intended preservation will exceed the
minimum standards found in NHC UDO Section 5.3 Tree Retention.
c. Any other community benefit that would provide benefits to the development site
and the citizen of the County, Generally:
i.The expansion of the facility provides benefit to both the paws4people
Foundation and the citizens of the county. Firstly, this project would allow for
increased capacity to train more assistance dogs and therefore place more
assistance dogs with those in need. The expansion would allow for enhanced
training with more specialized areas and greater research opportunities with
partnerships the foundation has made. It would also allow for community
programs with greater opportunities for employment, internships and volunteer
work. There would also be greater opportunities for fundraising and awareness
within the community. A larger facility could attract more interested parties and
strengthen NHC’s reputation for community service and innovation. It could also
become a destination for those interested in animal assistance and nonprofit
12
work. Lastly, paws4people Foundation increased presence would reinforce NHC
as a compassion, service oriented, and forward-thinking community.
13
Appendix A
MASTER PLAN DEVELOPMENT SITE PLAN
paws4people Foundation
Castle Hayne, NC
2,
0
0
0
S
.
F
.
PR
O
P
O
S
E
D
BU
I
L
D
I
N
G
8
6
6
STORMWATER
MANAGEMENT
AREA
2,000 S.F.
PROPOSED
BUILDING
10
77
12
7
7,
0
0
0
S
.
F
.
PR
O
P
O
S
E
D
B
U
I
L
D
I
N
G
XXXXX
XX
X
X
XXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
X
X
X
XXXX
X
X
X
X
X
X
X
XXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
XXXXXXXXXXXXXXX
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
GLAZIER ROAD
60' PUBLIC RIGHT-OF-WAY
S.R
.
1
3
1
8
,
6
0
'
P
U
B
L
I
C
R
I
G
H
T
O
F
W
A
Y
BL
U
E
C
L
A
Y
R
O
A
D
TRANSFORMATION LANE
30' PRIVATE ACCESS & UTILITY EASEMENT
STORMWATER
MANAGEMENT
AREA
PROJECT PARCEL B
PROJECT PARCEL A
2,740 SF.3,266 SF.
5,407 SF.
3,562 SF.
PAWS4PEOPLE
5000 TRANSFORMATION LANE
CASTLE HAYNE
NEW HANOVER COUNTY, NC
DOG TRAINING
CENTER
ASSISTANCE
06/25/2024
2022290.01
C-001
1" = 50'
A
E
R
N
C
G
H
I
I
N
T
E
E
E
C
R
T
I
U
N G
R E
North Carolina
Dover
302.734.7950
Salisbury
410.546.9100
Maryland
www.beckermorgan.com
Delaware
910.341.7600
Wilmington
Newark
302.369.3700
980.270.9100
Charlotte
919.243.1332
Raleigh
NC License #: C-4743
.PDF
J.P.G.THMS
SITE PLAN
.
.
.
...
.
F:\AutoCADCivil\Projects\2022\2022290.01\DWG\2022290.01-SITE-C3D21-NC.dwg, Apr 01, 2025 - 4:37pm
2025-04-01
DRAWN BY:
DATE:
PROJECT NO.:
COPYRIGHT 2023
MARK DATE DESCRIPTION
ISSUE BLOCK
PROJECT TITLE
SHEET TITLE
SCALE:
SHEET
PROJ. MGR.:
[MP] C-001LAYER STATE:
0
SCALE: 1" = 50'
25 50 100
N
.
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x36
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36
SITE DATA
1.
5000 TRANSFORMATION LANE
CASTLE HAYNE, NORTH CAROLINA 28429
1-888-762-PAWS
2.
CASTLE HAYNE, NORTH CAROLINA 28429
3.
3333 JAECKLE DRIVE, SUITE 120
WILMINGTON, NC 28403
910-341-7600
4.
5.
PROPOSED:
6.
7.
8.
9.
10.PROJECT PARCEL A: 10.57 ACRES
14.
FRONT:
SIDE:
REAR:
17.
18.
19.
20.
OWNER OF RECORD:PAWS4PEOPLE FOUNDATION
PREMISES ADDRESS:5000 TRANSFORMATION LANE
ENGINEER / SURVEYOR:BECKER MORGAN GROUP INC.
PROPERTY MAP NUMBER:R01100-008-016-000 & R01100-008-039-000
ZONING CLASSIFICATION: EXISTING:
PD PLANNED DEVELOPMENT / NEW HANOVER COUNTY
R-15 RESIDENITAL DISTRICT / NEW HANOVER COUNTY
DEED SUMMARY:BOOK 6144, PAGE 1443
PLAT REFERENCE:BOOK 6, PAGE 90
PRESENT USE:920 - CHARITABLE SERVICES
PROPOSED USE:920 - CHARITABLE SERVICES
TOTAL PARCEL AREA:
SETBACKS:PD PLANNED DEVELOPMENT
25 FT.
15 FT.
20 FT.
SOURCE OF WATER:CAPE FEAR PUBLIC UTILITY AUTHORITY
SOURCE OF SEWER:CAPE FEAR PUBLIC UTILITY AUTHORITY
SOURCE OF GAS:PIEDMONT NATURAL GAS
SOURCE OF ELECTRIC:DUKE ENERGY
11.PHASE 1 BUILDING: 7,000 S.F.PROPOSED BUILDING:
12.PHASE 1 EXISTING: 8,800 S.F. (0.20 ACRES)IMPERVIOUS COVERAGE:
PHASE 1 PROPOSED: 23,056 S.F. (0.53 ACRES)
15.LOT COVERAGE:PERMITTED: 50% (NEW HANOVER COUNTY)
16.BUILDING HEIGHT:PERMITTED: 40 FT.
PROPOSED: 40 FT.
PHASE 2 BUILDING: 2,000 S.F.
PHASE 3 BUILDING: 2,000 S.F.
PHASE 2 EXISTING: 6,683 S.F. (0.15 ACRES)
PHASE 2 PROPOSED: 9,990 S.F. (0.23 ACRES)
PHASE 3 EXISTING: 1,055 S.F. (0.02 ACRES)
PHASE 3 PROPOSED: 9,600 S.F. (0.22 ACRES)
PROJECT PARCEL B: 0.67 ACRES
15.
PERIMETER BUFFER ALONG NON-PD ZONING: 10 FT.
LANDSCAPE BUFFER:PD PLANNED DEVELOPMENT
TOTAL IMPEVIOUS: 42,646 S.F. (0.22 ACRES)
VICINITY MAP SCALE: 1" = 2000'
PAWS4PEOPLE MASTER PLAN. NEW HANOVER COUNTY, NC
N
SITE
BL
U
E
C
L
A
Y
R
D
.
GLAZIER RD.
BROOKDALE DR.
SHEET INDEX
C-001 COVER SHEET
C-101 EXISTING CONDITIONS PLAN
COVER SHEET
EXISTING CONDITIONS PLANS
C-201 SITE PLAN
SITE PLANS
C-002 PHASING PLAN
GENERAL NOTES:
1. TOPOGRAPHIC SURVEY DATA SHOWN HERON WAS PREPARED BY PORT CITY LAND SURVEYING, PLLC ON
12-10-2024, VERTICAL DATUM IS BASED ON NAD '83. A TREE INVNEOTRY OF THE SITE WAS CONDUCTED WITH THE
2. THE EXISTING UTILITIES SHOWN WERE TAKEN FROM THE BEST AVAILABLE RECORDS. THE CONTRACTOR SHALL
CONTACT NORTH CAROLINA 811 (1-800-632-4949) TO VERIFY THEIR EXACT LOCATION PRIOR TO START OF ANY
CONSTRUCTION. ANY DAMAGE INCURRED TO ANY UTILITIES SHALL BE REPAIRED IMMEDIATELY AT THE
CONTRACTORS EXPENSE. IF THE CONTRACTOR RELIES ON THE UTILITY LOCATION SHOWN HEREON, THEY DO SO
AT THEIR OWN RISK AND WILL NOT BE ENTITLED TO ADDITIONAL COMPENSATION DUE TO TIME DELAYS FROM SAID
RELIANCE.
3. THIS AREA OF DEVELOPMENT IS NOT IMPACTED BY THE 100 YEAR FLOOD PLAIN AS SHOWN ON FIRM 3720324100K AND
4. A WETLAND DELINATION WAS COMPLETED BY TERRACON IN SEPTEMBER OF 2024 AND DETERMINED THAT THERE ARE
AREAS OF WETLANDS WITHIN THE EXISTING PARCEL.
5. ALL ROADS, PARKING AND OTHER PAVED AREAS WILL BE PRIVATELY OWNED AND MAINTAINED AND ARE NOT
INTENDED FOR DEDICATION.
6. NORTH CAROLINA REGULATIONS PROHIBIT THE BURIAL OF CONSTRUCTION DEMOLITION DEBRIS, INCLUDING TREES
AND STUMPS ON CONSTRUCTION SITES. ANY SOLID WASTE FOUND DURING EXCAVATION MUST BE REMOVED AND
PROPERLY DISCARDED.
7. ALL HANDICAPPED PARKING DEMARCATION, STALLS, AND BUILDING ACCESSIBLE ROUTES SHALL COMPLY WITH THE
"AMERICAN WITH DISABILITIES ACT".
8. THIS DRAWING DOES NOT INCLUDE NECESSARY COMPONENT FOR CONSTRUCTION SAFETY. ALL CONSTRUCTION
MUST BE DONE IN COMPLIANCE WITH THE OCCUPATIONAL SAFETY AND HEALTH ACT OF 1970 AND ALL RULES AND
REGULATION THERETO APPURTENANT.
9. BEFORE THE CONTRACTOR CAN BEGIN CONSTRUCTION HE MUST OBTAIN THE PROPER PERMITS AND/OR
APPROVALS FROM NEW HANOVER COUNTY (NHC), CAPE FEAR PUBLIC UTILITY AUTHORITY (CFPUA), NORTH
CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) AND NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION (NCDOT).
10. ALL CONSTRUCTION METHODS AND MATERIALS SHALL BE ACCORDING TO NEW HANOVER COUNTY AND STATE OF
NORTH CAROLINA STANDARDS AND ANY OTHER APPLICABLE STATE AND LOCAL CODES.
11. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS AND TO
RECEIVING STRUCTURES. ROOF DRAIN DOWNSPOUTS TO BE CONNECTED TO STORM DRAINAGE OR DIRECTED TO
STREET AND/OR PARKING AREAS.
12. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS, REALIGNMENTS, DISCONNECTIONS, OR
CONNECTIONS OF EXISTING UTILITIES WITH APPLICABLE AUTHORITIES.
13. CONTRACTOR AND BUILDER ARE RESPONSIBLE FOR COORDINATING FINISHED FLOOR ELEVATIONS OF ALL
BUILDINGS WITH THE OWNER.
14. MINIMUM SEPARATION OF UTILITIES SHALL BE MAINTAINED AS FOLLOWS:
14.1. HORIZONTAL SEPARATION OF TEN (10) FEET BETWEEN SANITARY SEWER AND WATER MAINS AND STORM
SEWER.
14.2. WHERE VERTICAL CLEARANCE IS LESS THAN TWENTY-FOUR (24) INCHES BETWEEN SANITARY SEWER AND
STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON PIPE FOR A MINIMUM OF 10 FEET EITHER SIDE OF
CROSSING.
14.3. WHERE VERTICAL CLEARANCE IS LESS THAN TWELVE (12) INCHES BETWEEN SANITARY SEWER AND STORM
DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON PIPE FOR A MINIMUM OF 10 FEET EITHER SIDE OF THE
CROSSING, AND BRIDGING SHALL BE INSTALLED PER APPLICABLE UTILITY AUTHORITY'S DETAILS.
14.4. IN NO CASE SHALL THERE BE LESS THAN EIGHTEEN (18) INCHES OF SEPARATION BETWEEN OUTSIDE OF
WATER MAIN AND OUTSIDE OF SEWER OR STORM SEWER.
14.5. MINIMUM COVER OF THIRTY-SIX (36) INCHES SHALL BE PROVIDED FOR ALL BURIED WATER MAINS AND
SANITARY SEWER MAINS.
15. ALL SANITARY SEWER MAINS TO BE 8 INCHES UNLESS OTHERWISE INDICATED.
16. ALL WATER MAINS TO BE 8 INCHES UNLESS OTHERWISE INDICATED.
17. TWO VALVES ARE REQUIRED AT "T" INTERSECTIONS AND ONE VALVE ON THE WATER LINE TO FIRE HYDRANTS.
18. A BLOW-OFF VALVE IS REQUIRED AT THE TERMINUS OF ALL "DEAD END" WATER LINES.
FIRM 3720323100K.
AFOREMENTIONED SURVEY.
CONCRETE CURB & GUTTER
CONCRETE SIDEWALK, SLAB / PAVING
IMPERVIOUS SURFACED ROAD, DRIVE
INDIVIDUAL TREE OR BUSH
STRUCTURE (CONCRETE, WOOD,
DRAINAGE DITCH OR SWALE
WETLAND BOUNDARY LINE
ELEVATION SPOT SHOT
PROPERTY OR RIGHT-OF-WAY LINE
LIGHT POLE
CENTERLINE
BENCH MARK
METAL, ETC.)
CONTOUR
OR PARKING LOT
WIRE FENCE
49
EVERGREEN DECIDUOUS
N/A
N/A
X X X
CHAINLINK FENCE
STOCKADE FENCE
43.55
X X X
55
25.15
B.C.25.00
T.C.25.50
V V V N/A
ITEM
WATER MAIN & SIZE
PROPOSED
LEGEND
EXISTING
EX. 10" F.M.
EX. 10"S
EX. 10" W
U.E.
U.T.
EX. 2" G
10" S
12" F.M.
12" W
U.E.
U.T.
2" G
SANITARY GRAVITY SEWER LINE (S)
SIZE & FLOW DIRECTION
C-1-Notes-Legend-Portrait
SANITARY SEWER CLEANOUT (C.O.)
WATER VALVE (W.V.) OR METER (W.M.)
FIRE HYDRANT (F.H.)
SANITARY SEWER MANHOLE (S.S.M.H.)
STORM DRAIN MANHOLE (S.D.M.H.)
CATCH BASIN (C.B.)
STORM DRAIN LINE (CMP, RCP, HDPE)
SANITARY SEWER FORCE MAIN (F.M.)
SIZE & FLOW DIRECTION
UNDERGROUND ELECTRIC (U.E.)
UNDERGROUND TELEPHONE (U.T.)
UNDERGROUND GAS MAIN (G)
UTILITY POLE W/ OVERHEAD SERVICE
(TELEPHONE (O.T.), ELECTRIC (O.E.)
F.H.
W.V.W.M.W.M.W.V.
F.H.
TAX PARCEL: R01100-008-016-000
CAPE FEAR RIVER BASIN
NEW HANOVER COUNTY, NORTH CAROLINA
PAWS4PEOPLE MASTER PLAN
CAPE FEAR RIVER BASIN
MASTER PLANNED DEVELOPMENT PLANS
GLAZIER ROAD
60' PUBLIC RIGHT-OF-WAY
S.R
.
1
3
1
8
,
6
0
'
P
U
B
L
I
C
R
I
G
H
T
O
F
W
A
Y
BL
U
E
C
L
A
Y
R
O
A
D
2,
0
0
0
S
.
F
.
PR
O
P
O
S
E
D
BU
I
L
D
I
N
G
8
6
6
STORMWATER
MANAGEMENT
AREA
2,000 S.F.
PROPOSED
BUILDING
10
77
12
7
7,
0
0
0
S
.
F
.
PR
O
P
O
S
E
D
B
U
I
L
D
I
N
G
XXXXX
XX
X
X
XXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
X
X
X
XXXX
X
X
X
X
X
X
X
XXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
XXXXXXXXXXXXXXX
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
PHASE 2
PHASE 1
PHASE 3
TRANSFORMATION LANE
30' PRIVATE ACCESS & UTILITY EASEMENT
STORMWATER
MANAGEMENT
AREA
PROJECT PARCEL B
PROJECT PARCEL A
2,740 SF.3,266 SF.
5,407 SF.
3,562 SF.
PAWS4PEOPLE
DOG TRAINING
CENTER
ASSISTANCE
06/25/2024
2022290.01
C-002
1" = 50'
A
E
R
N
C
G
H
I
I
N
T
E
E
E
C
R
T
I
U
N G
R E
North Carolina
Dover
302.734.7950
Salisbury
410.546.9100
Maryland
www.beckermorgan.com
Delaware
910.341.7600
Wilmington
Newark
302.369.3700
980.270.9100
Charlotte
919.243.1332
Raleigh
NC License #: C-4743
.PDF
J.P.G.THMS
PHASING PLAN
.
.
.
...
.
F:\AutoCADCivil\Projects\2022\2022290.01\DWG\2022290.01-SITE-C3D21-NC.dwg, Apr 01, 2025 - 4:38pm
2025-04-01
DRAWN BY:
DATE:
PROJECT NO.:
COPYRIGHT 2023
MARK DATE DESCRIPTION
ISSUE BLOCK
PROJECT TITLE
SHEET TITLE
SCALE:
SHEET
PROJ. MGR.:
[MP] C-002LAYER STATE:
0
SCALE: 1" = 50'
25 50 100
N
.
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x36
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36
VICINITY MAP SCALE: 1" = 2000'
PAWS4PEOPLE MASTER PLAN. NEW HANOVER COUNTY, NC
N
SITE
BL
U
E
C
L
A
Y
R
D
.
GLAZIER RD.
BROOKDALE DR.
5000 TRANSFORMATION LANE
CASTLE HAYNE
NEW HANOVER COUNTY, NC
IMPERVIOUS PHASING TABLE
PHASE PROPOSED (SF)
PHASE 1 23,056 S.F.± (0.53 AC.±)
EXISTING (SF)
8,800 S.F.± (0.20 AC.±)
PHASE 2 6,683 S.F.± (0.15 AC.±)
PHASE 3 1,055 S.F.± (0.22 AC.±)
9,990 S.F.± (0.23 AC.±)
9,600 S.F.± (0.22 AC.±)
TOTAL 16,538 S.F.± (0.38 AC.±)42,646 S.F.± (0.98 AC.±)
SS
OE
OE
OE
24
24
24
24
24
24 24 24 24
18
18
18
18
18
18
18
18
18
18
18
18
T
T
T
OE
OE
SSSS
SS
SS
SS SS SS
SS
XXXXX
XX
X
X
XXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
X
X
X
XXXX
X
X
X
X
X
X
X
XXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
XXXXXXXXXXXXXXX
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
EX. 24" RCP
27
27
2
7
2
7
28
28
28
28
27
28
27
2828
28
28
28
28
2
8
27
2
8
27
2
7
27
26
2
7
27
27
28
29
30
29
28
2627
27
26
30292827
2
7
2
6
25
24 23 22
23
24 25
26
27
30
25
27
27
2
6
23
24
25
27
26
26
25
24
2425
26
27
28
26
28
28
27
25
25
24
28
26
30 29
27
24
24
24
24
24
F.H.
27
26
28
28
27
LANDS N/F
COLEMAN, MARTIN H
PIN: R01100-008-003-001
TRACT 2
DEED REF. 1415-957
ZONING - R-15
LANDS N/F
COLEMAN, MARTIN H
PIN: R01100-008-003-001
TRACT 1
DEED REF. 1415-957
ZONING - R-15
LANDS N/F
WILLIAMS, JAMES S III
PIN: R01100-008-003-003
DEED REF. 6042-1557
ZONING - R-15
LANDS N/F
WILLIAMS, JAMES S JR.
PIN: R01100-008-003-000
DEED REF. 1415-628
ZONING - R-15
LANDS N/F
STATE OF NORTH CAROLINA
PIN: R01100-008-001-000
DEED REF. 2618-0149
ZONING - B-2
GLAZIER ROAD
60' PUBLIC RIGHT-OF-WAY
S.R
.
1
3
1
8
,
6
0
'
P
U
B
L
I
C
R
I
G
H
T
O
F
W
A
Y
BL
U
E
C
L
A
Y
R
O
A
D
TRANSFORMATION LANE
30' PRIVATE ACCESS & UTILITY EASEMENT
15' DRAINAGE EASEMENT
60' UTILITY AND ACCESS
EASEMENT, M.B. 37 PG 343
25' SETBACK
20' SETBACK
20
'
D
R
A
I
N
A
G
E
EA
S
E
M
E
N
T
60
'
30'
30' UTILITY AND ACCESS
EASEMENT, M.B. 37 PG 343
15' DRAINAGE EASEMENT
BENCH MARK
NAIL SET
ELEV.: 27.56'BENCH MARK
NAIL SET
ELEV.: 24.84'
BENCH MARK
NAIL SET
ELEV.: 28.00'
F.H.
W.M.W.M.
W.M.
W.M.W.V.
B.F.P.
W.V.
W.V.
W.M.
W.M.
T
20
'
D
R
A
I
N
A
G
E
EA
S
E
M
E
N
T
30' PRIVATE ACCESS AND
UTILITY EASEMENT
2,740 SF.3,266 SF.
5,407 SF.
3,562 SF.
PAWS4PEOPLE
DOG TRAINING
CENTER
ASSISTANCE
06/25/2024
2022290.01
C-101
1" = 50'
A
E
R
N
C
G
H
I
I
N
T
E
E
E
C
R
T
I
U
N G
R E
North Carolina
Dover
302.734.7950
Salisbury
410.546.9100
Maryland
www.beckermorgan.com
Delaware
910.341.7600
Wilmington
Newark
302.369.3700
980.270.9100
Charlotte
919.243.1332
Raleigh
NC License #: C-4743
.PDF
J.P.G.THMS
EXISTING
CONDITIONS PLAN
.
.
...
.
F:\AutoCADCivil\Projects\2022\2022290.01\DWG\2022290.01-SITE-C3D21-NC.dwg, Apr 01, 2025 - 4:38pm
2025-04-01
DRAWN BY:
DATE:
PROJECT NO.:
COPYRIGHT 2023
MARK DATE DESCRIPTION
ISSUE BLOCK
PROJECT TITLE
SHEET TITLE
SCALE:
SHEET
PROJ. MGR.:
[MP] C-101LAYER STATE:
0
SCALE: 1" = 50'
25 50 100
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x36
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36
N
.
VICINITY MAP SCALE: 1" = 2000'
PAWS4PEOPLE MASTER PLAN. NEW HANOVER COUNTY, NC
N
SITE
BL
U
E
C
L
A
Y
R
D
.
GLAZIER RD.
BROOKDALE DR.
5000 TRANSFORMATION LANE
CASTLE HAYNE
NEW HANOVER COUNTY, NC
OE
OE
OE
OE
OE
2,
0
0
0
S
.
F
.
PR
O
P
O
S
E
D
BU
I
L
D
I
N
G
8
6
6
STORMWATER
MANAGEMENT
AREA
2,000 S.F.
PROPOSED
BUILDING
10
77
12
7
7,
0
0
0
S
.
F
.
PR
O
P
O
S
E
D
B
U
I
L
D
I
N
G
XXXXX
XX
X
X
XXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
X
X
X
XXXX
X
X
X
X
X
X
X
XXX
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X
X
X
X
X
X
XXXXXXXXXXXXXXX
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EXISTING BUILDING
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
NHC LAND USE:
KENNEL
NHC LAND USE:
LIVE/WORK
NHC LAND USE:
VOCATIONAL OR
TRADE SCHOOL
NHC LAND USE:
LODGING
NHC LAND USE:
KENNEL
NHC LAND USE:
KENNEL
NHC LAND USE:
LIVE/WORK
NHC LAND USE:
OFFICE FOR
PRIVATE BUSINESS
AND PROFESSIONAL
ACTIVITIES
NHC LAND USE:
OUTDOOR RECREATION
ESTABLISHMENT
NHC LAND USE:
OUTDOOR RECREATION
ESTABLISHMENT
EXISTING TREE LINE
LANDS N/F
COLEMAN, MARTIN H
PIN: R01100-008-003-001
TRACT 2
DEED REF. 1415-957
ZONING - R-15
LANDS N/F
COLEMAN, MARTIN H
PIN: R01100-008-003-001
TRACT 1
DEED REF. 1415-957
ZONING - R-15
LANDS N/F
WILLIAMS, JAMES S III
PIN: R01100-008-003-003
DEED REF. 6042-1557
ZONING - R-15
LANDS N/F
WILLIAMS, JAMES S JR.
PIN: R01100-008-003-000
DEED REF. 1415-628
ZONING - R-15
LANDS N/F
STATE OF NORTH CAROLINA
PIN: R01100-008-001-000
DEED REF. 2618-0149
ZONING - B-2
GLAZIER ROAD
60' PUBLIC RIGHT-OF-WAY
S.R
.
1
3
1
8
,
6
0
'
P
U
B
L
I
C
R
I
G
H
T
O
F
W
A
Y
BL
U
E
C
L
A
Y
R
O
A
D
TRANSFORMATION LANE
30' PRIVATE ACCESS & UTILITY EASEMENT
15' DRAINAGE EASEMENT
60' UTILITY AND ACCESS
EASEMENT, M.B. 37 PG 343
25' SETBACK
20' SETBACK
20
'
D
R
A
I
N
A
G
E
EA
S
E
M
E
N
T
60
'
30'
30' UTILITY AND ACCESS
EASEMENT, M.B. 37 PG 343
15' DRAINAGE EASEMENT
9'
18
'
8'
18
'
9'
18'
9'
18'
9'
18'8'
8'8'
21'
12.6'
21'
22'22'
22
'
22
'
22'STORMWATER
MANAGEMENT
AREA
PROJECT PARCEL B
PROJECT PARCEL A
20
'
D
R
A
I
N
A
G
E
EA
S
E
M
E
N
T
30' PRIVATE ACCESS AND
UTILITY EASEMENT
2,740 SF.3,266 SF.
5,407 SF.
3,562 SF.
PROPOSED TREE LINE
PAWS4PEOPLE
DOG TRAINING
CENTER
ASSISTANCE
06/25/2024
2022290.01
C-201
1" = 50'
A
E
R
N
C
G
H
I
I
N
T
E
E
E
C
R
T
I
U
N G
R E
North Carolina
Dover
302.734.7950
Salisbury
410.546.9100
Maryland
www.beckermorgan.com
Delaware
910.341.7600
Wilmington
Newark
302.369.3700
980.270.9100
Charlotte
919.243.1332
Raleigh
NC License #: C-4743
.PDF
J.P.G.THMS
SITE PLAN
.
.
.
...
.
F:\AutoCADCivil\Projects\2022\2022290.01\DWG\2022290.01-SITE-C3D21-NC.dwg, Apr 01, 2025 - 4:39pm
2025-04-01
DRAWN BY:
DATE:
PROJECT NO.:
COPYRIGHT 2023
MARK DATE DESCRIPTION
ISSUE BLOCK
PROJECT TITLE
SHEET TITLE
SCALE:
SHEET
PROJ. MGR.:
[MP] C-201LAYER STATE:
0
SCALE: 1" = 50'
25 50 100
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x3624x36
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24
x
3
6
24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36 24x36
THE USES LISTED PER BUILDING ARE REPRESENTAITVE OF THE MAIN USE OF EACH BUILDING. THE BUILDINGS ARE NOT 1.
MASTER PLAN LAND USE NOTES:
RESTRICTED TO ONLY THE LISTS DOCUMENTED ON THIS SHEET. ANY ALLOWABLE LAND USE PER THE MASTER PLAN
DEVELOPMENT'S TERM AND CONDITION DOCUMENT SHALL BE ALLOWABLE WITHIN THE PD ZONING DISTRICT.
N
.
VICINITY MAP SCALE: 1" = 2000'
PAWS4PEOPLE MASTER PLAN. NEW HANOVER COUNTY, NC
N
SITE
BL
U
E
C
L
A
Y
R
D
.
GLAZIER RD.
BROOKDALE DR.
VICINITY MAP SCALE: 1" = 2000'
PAWS4PEOPLE MASTER PLAN. NEW HANOVER COUNTY, NC
N
SITE
BL
U
E
C
L
A
Y
R
D
.
GLAZIER RD.
BROOKDALE DR.
VICINITY MAP SCALE: 1" = 2000'
PAWS4PEOPLE MASTER PLAN. NEW HANOVER COUNTY, NC
N
SITE
BL
U
E
C
L
A
Y
R
D
.
GLAZIER RD.
BROOKDALE DR.
5000 TRANSFORMATION LANE
CASTLE HAYNE
NEW HANOVER COUNTY, NC
14
Appendix B
NEIGHBORHOOD MEETING DOCUMENTS
paws4people Foundation
Castle Hayne, NC
15
Exhibit A
LIST OF NOTIFIED ADJACENT PROPERTY OWNERS
paws4people Foundation – Community Meeting
Castle Hayne, NC
Community Meeting - Paws4People Count
41
Owner Owner_Address Owner_City
BERMAN JOHN J ETAL 3717 SAINT JOHNS CT UNIT B WILMINGTON, NC 28403
BORDEAUX RUSELL C SHANDA W 5449 BLUE CLAY RD CASTLE HAYNE, NC 28429
BRAUNFELD REINARIA 5320 BLUE CLAY RD CASTLE HAYNE, NC 28429
COLE DIANE M 5336 BLUE CLAY RD CASTLE HAYNE, NC 28429
COLEMAN MARTIN H 5401 BLUE CLAY RD CASTLE HAYNE, NC 28429
ESPINOSA MIGUEL A AMELIA H CHAVEZ 5006 GLAZIER RD CASTLE HAYNE, NC 28429
FOGELMAN ANGELIA DAWN 5328 BLUE CLAY RD CASTLE HAYNE, NC 28429
FOXBOWER JERRY GRANT LINDA L 5325 RIDGEWOOD HEIGHTS DR WILMINGTON, NC 28403
FRENSON DIANE MARIE 5336 BLUE CLAY RD CASTLE HAYNE, NC 28429
GEORGE AHARON 5324 BLUE CLAY RD CASTLE HAYNE, NC 28429
GONZALEZ LUIS F ET UX 719 MIDDLE SOUND LOOP RD WILMINGTON, NC 28411
GRAHAM MERLE BRENDA T 5332 BLUE CLAY RD CASTLE HAYNE, NC 28429
IANNICELLI STEVEN REBECCA 21 AUSTIN DR EDGEWATER, MD 21037
JONES PAUL ETAL PO BOX 12986 WILMINGTON, NC 28405
KEITH MICHAEL E TONYA R 5331 BLUE CLAY RD CASTLE HAYNE, NC 28429
LEWIS GEORGE F JR 4410 PARK AVE WILMINGTON, NC 28403
MEARES CATHERINE D 405 HERMITAGE DR CASTLE HAYNE, NC 28429
NC STATE OF 1321 MAIL SERVICE CTR RALEIGH, NC 27699
PARKER SHERRI P 5400 BLUE CLAY RD CASTLE HAYNE, NC 28429
PAWS4PEOPLE INC 1121 MILITARY CUTOFF RD SUITE C-324 WILMINGTON, NC 28405
PELMEAR ANGELA D ET VIR 5316 BLUE CLAY RD CASTLE HAYNE, NC 28429
PENSCO TRUST CO CUSTODIAN PO BOX 981012 BOSTON, MA 2298
POLIZZI LUCILLE D ETAL 5324 BLUE CLAY RD CASTLE HAYNE, NC 28429
PROSPER GUY W JR ELIZABETH D 5305 SUNRAY RD CASTLE HAYNE, NC 28429
SAUNDERS JERRY R 5301 BLUE CLAY RD CASTLE HAYNE, NC 28429
SAUNDERS JERRY RAY BETTY R 5301 BLUE CLAY RD CASTLE HAYNE, NC 28429
SHARPE JOHN ROYCE PO BOX 283 CASTLE HAYNE, NC 28429
STRICKLAND KAYLA A 5304 BLUE CLAY RD CASTLE HAYNE, NC 28429
TDF PROPERTIES 118 CARDINAL DR N SUITE 103 WILMINGTON, NC 28405
THORPE WOODUS E JR PO BOX 1054 BURGAW, NC 28425
TUCKER TWILA T 3224 COLLEGE RD N 121 WILMINGTON, NC 28405
WATKINS BENJAMIN D 5309 BLUE CLAY RD CASTLE HAYNE, NC 28429
WATKINS BENJAMIN DARIN 5309 BLUE CLAY RD CASTLE HAYNE, NC 28429
WATKINS CRAIG ALLEN 4809 BLUE CLAY RD CASTLE HAYNE, NC 28429
WATKINS MYRTLE M 5300 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES III REV LIV TR 5441 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES S III 5441 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES S JR GEORGIA 5433 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES S JR GEORGIA W 5433 BLUE CLAY RD CASTLE HAYNE, NC 28429
WRIGHT JO Z 510 HERMITAGE DR CASTLE HAYNE, NC 28429
ZACHRY BETTY JO 510 HERMITAGE DR CASTLE HAYNE, NC 28429
16
Exhibit B
NOTICE GIVEN TO ADJACENT PROPERTY OWNERS
paws4people Foundation – Community Meeting
Castle Hayne, NC
Assistance Dogs transforming lives.
1121C-324 Military Cutoff Road, Wilmington NC 28405-3641 | paws4people.org | 888.762.PAWS
paws4people, Inc. is a Virginia Nonstock Corporation and a 501(c)(3) Public Charity (EIN: 54-1948479)
operating under the registered dbas: paws4people foundation, paws4vets, and paws4prisons.
March 11, 2025
To Whom It May Concern:
This is a notice for a community information meeting for an upcoming request by Danielle
Cockerham, on behalf of paws4people® Inc., property owner, for a Mixed-Use Rezoning from
current zoning district R-15 (Residential) to PD (Planned Use Development) for the addition of a
building utilized as training space for Service Dogs and their recipients who may be Military
Veterans, Children, Sexual Trauma Survivors, and more.
The subject property is approximately 11 acres and is located at 5000 Transformation Lane and
is identified as PID R01100-008-016-000 and R01100-008-039-000.
The purpose of the community information meeting is to explain the proposal and answer
questions from meeting attendees.
This meeting will be held at 5103 Transformation Lane and begin at 5:30pm on Tuesday March
25th. For directions or further information, please contact Danielle Cockerham at 888.762.PAWS
or danielle@paws4people.org
A one pager informational flyer on paws4people is attached as a page two to this mailer.
Thank you for your time,
Danielle Cockerham, on behalf of paws4people® Inc.
Deputy Executive Director, Operations & IT
888.762.PAWS
danielle@paws4people.org
17
Exhibit C
LIST OF ADJACNET PROPERTY OWNER ATTENDEES
paws4people Foundation – Community Meeting
Castle Hayne, NC
Community Meeting - Paws4People Count
41
Owner Owner_Address Owner_City
BERMAN JOHN J ETAL 3717 SAINT JOHNS CT UNIT B WILMINGTON, NC 28403
BORDEAUX RUSELL C SHANDA W 5449 BLUE CLAY RD CASTLE HAYNE, NC 28429
BRAUNFELD REINARIA 5320 BLUE CLAY RD CASTLE HAYNE, NC 28429
COLE DIANE M 5336 BLUE CLAY RD CASTLE HAYNE, NC 28429
COLEMAN MARTIN H 5401 BLUE CLAY RD CASTLE HAYNE, NC 28429
ESPINOSA MIGUEL A AMELIA H CHAVEZ 5006 GLAZIER RD CASTLE HAYNE, NC 28429
FOGELMAN ANGELIA DAWN 5328 BLUE CLAY RD CASTLE HAYNE, NC 28429
FOXBOWER JERRY GRANT LINDA L 5325 RIDGEWOOD HEIGHTS DR WILMINGTON, NC 28403
FRENSON DIANE MARIE 5336 BLUE CLAY RD CASTLE HAYNE, NC 28429
GEORGE AHARON 5324 BLUE CLAY RD CASTLE HAYNE, NC 28429
GONZALEZ LUIS F ET UX 719 MIDDLE SOUND LOOP RD WILMINGTON, NC 28411
GRAHAM MERLE BRENDA T 5332 BLUE CLAY RD CASTLE HAYNE, NC 28429
IANNICELLI STEVEN REBECCA 21 AUSTIN DR EDGEWATER, MD 21037
JONES PAUL ETAL PO BOX 12986 WILMINGTON, NC 28405
KEITH MICHAEL E TONYA R 5331 BLUE CLAY RD CASTLE HAYNE, NC 28429
LEWIS GEORGE F JR 4410 PARK AVE WILMINGTON, NC 28403
MEARES CATHERINE D 405 HERMITAGE DR CASTLE HAYNE, NC 28429
NC STATE OF 1321 MAIL SERVICE CTR RALEIGH, NC 27699
PARKER SHERRI P 5400 BLUE CLAY RD CASTLE HAYNE, NC 28429
PAWS4PEOPLE INC 1121 MILITARY CUTOFF RD SUITE C-324 WILMINGTON, NC 28405
PELMEAR ANGELA D ET VIR 5316 BLUE CLAY RD CASTLE HAYNE, NC 28429
PENSCO TRUST CO CUSTODIAN PO BOX 981012 BOSTON, MA 2298
POLIZZI LUCILLE D ETAL 5324 BLUE CLAY RD CASTLE HAYNE, NC 28429
PROSPER GUY W JR ELIZABETH D 5305 SUNRAY RD CASTLE HAYNE, NC 28429
SAUNDERS JERRY R 5301 BLUE CLAY RD CASTLE HAYNE, NC 28429
SAUNDERS JERRY RAY BETTY R 5301 BLUE CLAY RD CASTLE HAYNE, NC 28429
SHARPE JOHN ROYCE PO BOX 283 CASTLE HAYNE, NC 28429
STRICKLAND KAYLA A 5304 BLUE CLAY RD CASTLE HAYNE, NC 28429
TDF PROPERTIES 118 CARDINAL DR N SUITE 103 WILMINGTON, NC 28405
THORPE WOODUS E JR PO BOX 1054 BURGAW, NC 28425
TUCKER TWILA T 3224 COLLEGE RD N 121 WILMINGTON, NC 28405
WATKINS BENJAMIN D 5309 BLUE CLAY RD CASTLE HAYNE, NC 28429
WATKINS BENJAMIN DARIN 5309 BLUE CLAY RD CASTLE HAYNE, NC 28429
WATKINS CRAIG ALLEN 4809 BLUE CLAY RD CASTLE HAYNE, NC 28429
WATKINS MYRTLE M 5300 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES III REV LIV TR 5441 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES S III 5441 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES S JR GEORGIA 5433 BLUE CLAY RD CASTLE HAYNE, NC 28429
WILLIAMS JAMES S JR GEORGIA W 5433 BLUE CLAY RD CASTLE HAYNE, NC 28429
WRIGHT JO Z 510 HERMITAGE DR CASTLE HAYNE, NC 28429
ZACHRY BETTY JO 510 HERMITAGE DR CASTLE HAYNE, NC 28429
WILLIAMS JAMES III REV LIV TR 5441 BLUE CLAY RD
5441 BLUE CLAY RD
CASTLE HAYNE, NC 28429
CASTLE HAYNE, NC 28429WILLIAMS JAMES S III
- Attendees
2
18
Appendix C
PROJECT PARCEL A TITLE & DEED
paws4people Foundation
Castle Hayne, N
19
Appendix D
WETLAND DELINATION REPORT
paws4people Foundation
Castle Hayne, NC
20
Appendix E
FEMA FLOOD MAP
paws4people Foundation
Castle Hayne, NC
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zone X
Future Conditions 1% Annual
Chance Flood Hazard Zone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 3/3/2025 at 2:56 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
77°52'37"W 34°20'54"N
77°52'W 34°20'25"N
Basemap Imagery Source: USGS National Map 2023
21
Appendix F
NRCS SOIL MAP
paws4people Foundation
Castle Hayne, NC
Hydrologic Soil Group—New Hanover County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/3/2025
Page 1 of 4
38
0
3
5
0
0
38
0
3
6
0
0
38
0
3
7
0
0
38
0
3
8
0
0
38
0
3
9
0
0
38
0
4
0
0
0
38
0
4
1
0
0
38
0
4
2
0
0
38
0
4
3
0
0
38
0
4
4
0
0
38
0
4
5
0
0
38
0
3
5
0
0
38
0
3
6
0
0
38
0
3
7
0
0
38
0
3
8
0
0
38
0
3
9
0
0
38
0
4
0
0
0
38
0
4
1
0
0
38
0
4
2
0
0
38
0
4
3
0
0
38
0
4
4
0
0
235100 235200 235300 235400 235500 235600 235700 235800 235900 236000 236100 236200 236300 236400 236500 236600
235100 235200 235300 235400 235500 235600 235700 235800 235900 236000 236100 236200 236300 236400 236500 236600
34° 20' 53'' N
77
°
5
2
'
4
8
'
'
W
34° 20' 53'' N
77
°
5
1
'
4
6
'
'
W
34° 20' 19'' N
77
°
5
2
'
4
8
'
'
W
34° 20' 19'' N
77
°
5
1
'
4
6
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84
0 350 700 1400 2100
Feet
0 100 200 400 600
Meters
Map Scale: 1:7,290 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: New Hanover County, North Carolina
Survey Area Data: Version 26, Sep 9, 2024
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 8, 2022—Dec 1,
2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—New Hanover County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/3/2025
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
JO Johnston soils A/D 2.0 0.8%
Ke Kenansville fine sand, 0
to 3 percent slopes
A 2.6 1.0%
Le Leon sand A/D 125.9 48.2%
Ls Lynchburg fine sandy
loam, 0 to 2 percent
slopes, Atlantic Coast
Flatwoods
B/D 0.0 0.0%
Ly Lynn Haven fine sand A/D 15.2 5.8%
Mu Murville fine sand A/D 94.3 36.1%
Pn Pantego loam B/D 2.2 0.8%
Se Seagate fine sand B 13.8 5.3%
St Stallings fine sand A/D 5.2 2.0%
Totals for Area of Interest 261.3 100.0%
Hydrologic Soil Group—New Hanover County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/3/2025
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—New Hanover County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/3/2025
Page 4 of 4
22
Appendix G
GEOTECHNICAL REPORT BY TERRACON
paws4people Foundation
Castle Hayne, NC
Report Cover Page
Bradie K9 Training
Center
Geotechnical Engineering Report
Cottage View and Lamb’s Path Way ,
Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Prepared for:
Paws4People Foundation
1121C-324 Military Cutoff Road
Wilmington, North Carolina 28405
2108 Capital Drive
Wilmington, North Carolina 28405
P (910) 478-9915
North Carolina Registered Firm: F-0869
Terracon.com
Facilities | Environmental | Geotechnical | Materials
Report Cover Letter to Sign September 30, 2024
Paws4People Foundation
1121C-324 Military Cutoff Road
Wilmington, North Carolina 28405
Attn: Mr. Terry Henry – Deputy Executive Director
Re: Geotechnical Engineering Report
Bradie K9 Training Center
Cottage View and Lamb’s Path Way
Castle Hayne, North Carolina
Terracon Project No. K6245072
Dear Mr. Henry:
We have completed the scope of Geotechnical Engineering services for the above
referenced project in general accordance with Terracon Proposal No. PK6245072 R1
dated August 22, 2024 . This report presents the findings of the subsurface exploration
and provides geotechnical recommendations concerning earthwork and the design and
construction of foundations , floor slabs, pavements, and stormwater control measures
(SCMs) for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon
Michael P. Delaney, P.E. Tom Schipporeit, P.E., BC.GE
Senior Staff Engineer Senior Geotechnical Engineer
Registered, NC 056487
09/30/2024
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials i
Table of Contents
Introduction .................................................................................................... 1
Project Description .......................................................................................... 2
Site Conditions ................................................................................................ 3
Geotechnical Characterization ......................................................................... 3
Seismic Considerations .................................................................................... 5
Geotechnical Overview .................................................................................... 6
Earthwork ....................................................................................................... 7
Shallow Foundations ..................................................................................... 14
Floor Slabs .................................................................................................... 17
Pavements .................................................................................................... 18
Stormwater Control Measures ........................................................................ 19
General Comments ........................................................................................ 20
Figures
GeoModel
Attachments
Exploration and Testing Procedures
Site Location and Exploration Plans
Exploration and Laboratory Results
Supporting Information
Note: This report was originally delivered in a web -based format. Blue Bold text in the
report indicates a referenced section heading. The PDF version also includes hyperlinks
which direct the reader to that section and clicking on the logo will bring you
back to this page. For more interactive features, please view your project online at
client.terracon.com .
Refer to each individual Attachment for a listing of contents.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 1
Introduction
This report presents the results of our subsurface exploration and Geotechnical
Engineering services performed for the proposed facilities to be located off of Blue Clay
Road in Castle Hayne, North Carolina . The purpose of these services was to provide
information and geotechnical engineering recommendations relative to:
■ Exploration logs with field and laboratory data
■ Stratification based on visual soil classification and published correlations
■ Groundwater levels observed during and/or after the completion of drilling
■ Site location and exploration plans
■ Subsurface exploration procedures
■ Description of subsurface conditions
■ Recommended foundation options and engineering design parameters for the
training facility
■ Estimated settlement of foundations for the training facility
■ Recommendations for design and construction of interior floor slabs for the
training facility
■ Seismic site classification
■ Liquefaction potential
■ Earthwork recommendations include site and subgrade preparation
■ Recommended pavement options and design parameters for the training facility
pavements
■ Stormwater management considerations
■ Preliminary foundation and earthwork recommendations for the future buildings
and associated pavements
The geotechnical engineering Scope of Services for this project included the
advancement of electronic Cone Penetrometer Test (CPT) soundings and soil sampling
via solid-stem auger , laboratory testing, engineering analysis, and preparation of this
report.
Drawings showing the site and exploration locations are shown on the Site Location
and Exploration Plan , respectively. The results of the laboratory testing performed on
soil samples obtained from the site during our field exploration are included on the
exploration logs and as separate graphs in the Exploration and Laboratory Results
section.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 2
Project Description
Our initial understanding of the project was provided in our proposal and was discussed
during project planning. A period of collaboration has transpired since the project was
initiated, and our final understanding of the project conditions is as follows:
Item Description
Information
Provided
Project information was obtained via email correspondence on
August 9, 2024, and telephone communication on August 12,
2024. The following attachments were provided to Terracon:
■ 2022290.01 -SOILBORING -C3D21-NC-SOIL BORING.pdf
■ Composite Aerial -SITE SURVEY.pdf
Additional project team communication occurred throughout the
duration of the project.
Project
Description
Plans for the project include the construction of a new dog
training facility with associated parking and drives. Two
additional buildings on the east and west sides of the site will be
constructed in the future.
Proposed
Structure s
■ Training Facility: Single-story, approximately 7,000
square-foot building
■ Future buildings: Single -story, approximately 2,000
square-feet
Building
Construction Anticipated to be metal - or wood-framed with slab-on-grade
Finished Floor
Elevation Not provided, assumed to be within 2 feet of existing grade
Maximum Loads
In the absence of information provided by the design team, we
have assumed the following loads in estimating settlement
based on our experience with similar projects.
■ Columns: Up to 50 kips
■ Walls: Up to 2 kips per linear foot (klf)
■ Slabs: Up to 100 pounds per square foot
Grading/Slopes
Less than 2 feet of cut or fill is anticipated to develop final
grade, excluding remedial grading requirements. Less than 5
feet of cut will be required for the proposed Stormwater Control
Measures (SCMs).
Pavements We assume primarily flexible (asphalt) pavement sections will
be constructed.
Other Structures None
Building Code 2018 or 2024 North Carolina State Building Code
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 3
Terracon should be notified if any of the above information is inconsistent with the
planned construction, especially the grading limits, as modifications to our
recommendations may be necessary.
Site Conditions
The following description of site conditions is derived from our site visit in association
with the field exploration and our review of publicly available geologic and topographic
maps.
Item Description
Parcel
Information
The project is located along Lamb’s Path Was in Castle Hayne,
North Carolina. The site spans approximately 11 acres over 2
parcels.
New Hanover County Parcel Identification No s. (PIDs):
■ R01100 -008-016-000
■ R01100 -008-039-000
Approximate coordinates:
■ 34° 20' 39.56" N, 77° 52' 20.57" W
See Site Location
Existing
Improvements
The site is located on the western portion of the Paws4People
campus. An existing sand volleyball court and parking lot are
present in the proposed construction area for the training
facility.
Current Ground
Cover Asphalt, sand, grass, wooded areas
Existing
Topography
Based on the provided topographic survey, the site is relatively
flat with elevations ranging from 25 feet to 27 feet MSL.
Drainage ditches approximately 2 to 3 feet deep are located to
the north and west of the proposed training facility building
area.
Geotechnical Characterization
Geologic Setting
The project site is located within the Atlantic Coastal Plain physiographic province.
Bedrock of the Late Mesozoic age is present at depths of greater than 1,000 ft, and is
overlain by Lower and Upper Cretaceous, Tertiary, Pleistocene and Recent Sediments.
The Coastal Plain soils consist mainly of marine sediments that were deposited during
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 4
successive periods of fluctuating sea level and moving shoreline. The soils include sands,
silts, and clays with irregular deposits of shells, which are typical of those lain down in a
shallow sloping sea bottom. Recent alluvial sands, silts, and clays are typically present
near rivers and creeks.
According to USGS Mineral Resources On -Line Spatial Data based on the 1998 digital
equivalent of the 1985 Geologic Map of North Carolina, the Castle Hayne Formation
(Tertiary) underlies the site , and is estimated to be 20 feet thick, occurring between
elevations of 0 feet and 10 feet MSL based on published geologic information . The Castle
Hayne Formation varies lithologically, consisting of shell, marl, sand, and limestone.
Soil Profile
We have developed a general characterization of the subsurface conditions based upon
our review of the subsurface exploration, laboratory data, geologic setting and our
understanding of the project. This characterization, termed GeoModel, forms the basis o f
our geotechnical calculations and evaluation of the site. Conditions observed at each
exploration point are indicated on the individual logs. The individual logs can be found in
the Exploration and Laboratory Results and the GeoModel can be found in the
Figures attachment of this report.
As part of our analyses, we identified the following model layers within the subsurface
profile. For a more detailed view of the model layer depths at each boring location, refer
to the GeoModel. Surficial materials (topsoil, asphalt, etc.) are not included in the
GeoModel.
Model
Layer Layer Name General Description
1 Existing Fill Poorly graded sand
2 Loose to Medium
Dense Sand Sand with varying amounts of silt and clay
3
Very Soft Clay
and Very Loose
Clayey Sand
Sandy clay and clayey sand, varying amounts of silt
and organics, sand lenses at varying depths
4 Very Loose to
Loose Sand
Sand with varying amounts of silt and clay, clay lenses
at varying depths
5 Castle Hayne
Formation CPT Refusal on Very Dense Sand and/or Limestone
Topsoil thicknesses ranged from 4 inches to 8 inches at the CPT locations. However,
based on our experience with construction on similar sites, rootmat in wooded areas
likely extends down through the topsoil into the underlying soils to an average depth of
approximately 12 inches to 18 inches.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 5
Groundwater Conditions
Groundwater was measured at depths ranging from 1 foot to 3 feet below the existing
ground surface during the field exploration. Groundwater conditions may be different at
the time of construction. The Stormwater Soil Evaluations Report (within
Supporting Information ) prepared by Terrain Environmental Consulting shows the
seasonal -high water levels as determined by a soil scientist licensed in the State of
North Carolina.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall,
runoff and other factors not evident at the time the soundings were performed.
Therefore, groundwater levels during construction or at other times in the life of the
structure may be higher or lower than the levels indicated on the explorati on logs. The
possibility of groundwater level fluctuations should be considered when developing the
design and construction plans for the project .
Seismic Considerations
Seismic Site Classification
The seismic design requirements for buildings and other structures are based on Seismic
Design Category. Site Classification is required to determine the Seismic Design
Category for a structure. The Site Classification is based on the upper 100 feet of the
site profile defined by a weighted average value of either shear wave velocity, standard
penetration resistance, or undrained shear strength in accordance with Section 20.4 of
ASCE 7 and the International Building Code (IBC). Based on the soil properties observed
at the site and as described on the exploration logs and results, our professional opinion
is for that a Seismic Site Classification of D be considered for the project. Subsurface
explorations at this site were extended to a maximum depth of 18.4 feet. The site
properties below the exploration depth to 100 feet were estimated based on our
experience and knowledge of geologic conditions of the general area.
Liquefaction
Liquefaction occurs when a rapid buildup in water pressure, caused by ground motion,
pushes sand particles apart, resulting in a loss of strength and later densification as the
water pressure dissipates. This loss of strength can cause bearing capacity fai lure while
the densification of liquefied layers after the earthquake can cause excessive settlement
of the ground surface and structures.
The liquefaction potential of a site depends on the design earthquake’s peak ground
acceleration, which depends on the design earthquake’s magnitude and the distance
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 6
from the site to the design seismic event. The liquefaction potential also depends on the
presence of granular soils below the water table, the relative densities of the granular
soils, the percent fines of the soils, and the geologic ages of the soil dep osits. The
amount of ground surface settlement is dependent on the initial relative densities of the
soils which liquefy due to the earthquake. Based on the relatively mild ground motions
associated with the design earthquake as indicated by the ASCE 7 -22 Hazard Tool , the
potential for liquefaction is negligible at this site.
Geotechnical Overview
Based upon the geotechnical conditions observed in the CPT soundings, the site
generally appears suitable for the proposed construction, provided that the
recommendations given herein are implemented in the design and construction phases
of this project. Our earthwork recommendations include rolling the subgrade and
remediation of soils that are not improved. Once the site has been prepared as
discussed herein, the proposed structures may be supported on conventional shallow
foundations.
Effective drainage should be completed early in the construction sequence and
maintained throughout the life of the proposed development to avoid potential issues
associated with a wet subgrade . If possible, the grading should be performed during the
warmer and drier times of the year. If grading is performed during the winter months,
an increased risk for possible undercutting and replacement of unstable subgrade will
persist. Further details are provided in the Earthwork section of this report.
Proposed grading information was not available at the time of this report. Permanent
dewatering (such as French drains or blanket drains) could be required for foundations,
slabs, or pavements that bear at or near existing grade. Raising grades in the proposed
building and pavement footprints could eliminate the need for permanent dewatering by
promoting drainage and creating vertical separation between finished elevations and
groundwater/soft soils. However, greater fills have potential to induce excessive
settlement on the underlying soils. A settlement monitoring program should be
implemented in areas proposed to receive more than 3 feet of structural fill.
The recommendations contained in this report are based upon the results of field and
laboratory testing (presented in the Exploration and Laboratory Results ),
engineering analyses, and our current understanding of the proposed project. The
General Comments section provides an understanding of the report limitations .
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 7
Earthwork
Earthwork is anticipated to include demolition, clearing and grubbing, excavations, and
engineered fill placement. The following sections provide recommendations for use in the
preparation of specifications for the work. Recommendations include critical quality
criteria, as necess ary, to render the site in the state considered in our geotechnical
engineering evaluation for foundations, floor slabs, and pavements.
Existing Fill
As noted in Geotechnical Characterization , B-04 and B-04A encountered existing fill
to a depth of 3 feet. We have no records to indicate the degree of control used when the
existing fill was placed, and consequently the fill is undocumented. Existing fill could be
present in other areas of the site based on the existing site improvements. For planning
purposes, the existing fill should be excavated and replaced with structural fill. Test pits
could be excavated in areas of existing fill to further evaluate it and evaluate risk if the
existing fill is not completely excavated and replaced.
If the owner elects to construct the buildings and pavements on the existing fill to
reduce initial construction costs in exchange for increased potential longer-term distress,
the following protocol should be followed. Once the planned subgrade elevation has been
reached in cut areas and prior to fill placement in fill areas , the construction areas
should be proofrolled with heavy rubber tire construction equipment to aid in delineating
areas of loose, soft, or otherwise unsuitable soil. The contractor could also excavate test
pits in the existing fill to evaluate it for debris and other unsuitable materials. Areas of
very soft to soft soil, very loose to loose soil, debris, or unsuitable material should be
undercut and replaced with structural fill.
However, even with the recommended construction procedures, inherent risk exists for
the owner that compressible fill or unsuitable material, within or buried by the fill , will
not be discovered. This risk of unforeseen conditions cannot be eliminated without
completely removing the existing fill but can be reduced by following the
recommendations contained in this report.
Demolition
Site preparation should begin with the demolition of the existing structures/pavements
and debris removal. As part of the demolition, buried utilities and/or concrete
foundations should also be removed. Existing utilities that are to be abandoned should
be removed or filled with grout. The excavations resulting from foundation and utility
removal should be properly backfilled with compacted structural fill as described in the
following subsections. Utilities that are to remain in service should be accuratel y located
horizontally and vertically to minimize conflict with new foundation construction.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 8
Site Preparation
Prior to placing fill, existing vegetation, topsoil, and root mats should be removed.
Complete stripping of the topsoil should be performed in the proposed building and
parking/driveway areas.
Mature trees are located within or near the footprint of some of the proposed buildings,
which will require removal at the onset of construction. Tree root systems can remove
substantial moisture from surrounding soils. Where trees are removed, the full ro ot ball
and all associated dry and desiccated soils should be removed. The soil materials which
contain less than 5 percent organics can be reused as engineered fill provided the
material is moisture conditioned and properly compacted.
Although no evidence of underground facilities (such as septic tanks, cesspools,
basements, and utilities) was observed during the exploration and site reconnaissance,
such features could be encountered during construction. If unexpected fills or
underground facilities are encountered, such features should be removed, and the
excavation thoroughly cleaned prior to backfill placement and/or construction.
Subgrade Preparation
After stripping and removing topsoil and once any areas of cut have been excavated to
proposed subgrade elevation, the exposed subgrade soils in the building and pavement
footprints should be densified in place using a medium weight vibratory roller. The
purpose of the vibratory rolling is to densify the exposed subgrade soils for floor slab
and pavement support and to potentially improve the foundation bearing soils. The roller
should make at least six passes across the site, with the second set of three p asses
perpendicular to the first set of three passes with intermittent vibration activated. If
water is brought to the surface by the vibratory rolling, the operation should be
discontinued until the water subsides. Vibratory rolling should be completed during dry
weather. Static rolling and additional repairs should be anticipated for areas too wet for
vibratory rolling.
After the vibratory rolling, pore pressures should be allowed to dissipate . After the
waiting period , proofrolling should be performed on the exposed subgrade soils in areas
to receive fill or at the subgrade elevation with a loaded, tandem -axle dump truck (15 to
20 ton total vehicle weight) or similar rubber -tired construction equipment. Proofrolling
is recommended as a means of detecting areas of soft or unstable subgrade soils. The
proofrolling should be performed during a perio d of dry weather to avoid degrading an
otherwise suitable subgrade. The proofrolling operations should be observed by a
representative of the geotechnical engineer. Subgrade soils that exhibit excessive rutting
or deflection during proofrolling should be r epaired as directed by the field
representative. Typical repairs include overexcavation followed by replacement with
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 9
either properly compacted fill or by a subgrade stabilization fabric in conjunction with a
sand fill or crushed stone.
If subgrade soils are unsuitable, they will require removal and replacement; however, if
they are unstable due to excessive moisture, the most economical solution for
remediation may be to scarify, dry and recompact the material. This remediation is
most effective during the typically hotter months of the year (May to October). If
construction is performed during the cooler period of the year, the timeline for
scarifying, drying, and recompacting typically increases considerably and may lead to
alternative remediation solutions. These solutions can include overexcavation of some or
all of the unstable material to be backfilled with either approved structural fill or
geotextile and ABC Stone. Potential undercutting can be reduced if the site preparation
work is performed during a period of dry weather and if construction traffic is kept to a
minimum on prepared subgrades.
Excavation Considerations
We anticipate that excavations for the proposed construction can generally be
accomplished with conventional earthmoving equipment.
Excavation Safety: As a minimum, excavations should be performed in accordance
with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in
accordance with any applicable local and/or state regulations.
Excavations or other activities resulting in ground disturbance have the potential to
affect nearby structures , pavements, and utilities . Our scope of services does not include
review of available final grading information or consider potential temporary grading
performed by the contractor for potential effects such as ground movement beyond the
project limits. A preconstruction/ precondit ion survey should be conducted to document
nearby property/infrastructure prior to any site development activity. Excava tion or
ground disturbance activities should be monitored or instrumented for potential ground
movements that could negatively affect nearby structures, pavements, and utilities .
E xcavation should not be conducted below a downward 1:1 projection from existing
foundations without engineering review of shoring requirements and geotechnical
observation during construction.
Construction site safety is the sole responsibility of the contractor who controls the
means, methods, and sequencing of construction operations. Under no circumstances
shall the information provided herein be interpreted to mean Terracon is assuming
responsibility for construction site safety or the contractor's activities; such
responsibility shall neither be implied nor inferred.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 10
Construction Dewatering: Typical temporary dewatering measures used in the project
area consist of temporary ditches, sump excavations, sump pumps, well points, wells,
and/or sheetpile cutoff walls.
The groundwater table could affect excavation efforts, especially for overexcavation and
replacement of lower strength soils , if needed. A temporary dewatering system
consisting of sumps with pumps may be necessary to achieve the recommended depth of
excavation depending on groundwater conditions at the time of construction. Backfill
consisting of clean gravel (such as AASHTO Size No. 57 stone) wrapped in geotextile
fabric is often most suitable for undercut depths exceeding that of the water table.
The responsibility for dewatering of construction excavations and preventing excessive
damage of existing and new buildings, structures, utilities, and other site improvements
due to dewatering should lie solely with the contractor. This information is provided only
as a service and under no circumstance should Terracon be assumed to be responsible
for the effectiveness of the construction dewatering method(s) selected by the
contractor.
Permanent Site Dewatering
Since design grades are not known at this time, permanent site dewatering of the
shallow groundwater in the proposed building and pavement areas may or may not be
necessary. Raising site grades in the proposed building and pavement areas above the
existing ground surface could eliminate the need for permanent dewatering measures.
Once a preliminary grading plan has been prepared, it should be provided to Terracon
for review and comment regarding the need for permanent dewatering of the shallow
groundwater at the site.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 11
Fill Material Types
Fill required to achieve design grade should be classified as structural fill and general fill.
Structural fill is material used below or within 10 feet of structures, pavements , site
retaining walls, stormwater control measures, or constructed slopes. General fill is
material used to achieve grade outside of these areas.
Material property requirements for on -site soil for use as general fill and structural fill
are noted in the table below:
Property General Fill Structural Fill
Composition Free of deleterious
material Free of deleterious material
Maximum particle size
6 inches
(or 2/3 of the lift
thickness)
3 inches
Fines content Not limited 50 percent
Plasticity Not limited Maximum liquid limit of 50
Maximum plasticity index of 20
Earthen materials used for structural or general fill should meet the following material
property requirements:
Soil Type1 USCS Classification Acceptable Location for
Placement
Imported Soil GW, GP, GM, GC, SM, SP,
SP-SM, SP-SC, SC-SM All locations and elevations
On-Site Soils SP, SP-SM, SM
(LL<50 or PI<20) All locations and elevations
1. Structural fill should consist of approved materials free of organic matter and debris.
Frozen materials should not be used, and fill should not be placed on frozen subgrade. A
sample of each material type should be submitted to the Geotechnical Engineer for
evaluation prior to use on this site.
2. Reuse of clayey sand (SC) material could lead to delays in construction depending on
moisture conditions at the site at that time.
3. Fine -grained soils such as clays and silts should not be reused as structural fill due to
their moisture sensitivity when compared to the sandier soils available.
4. Soils excavated during the construction of the proposed SCM may be used as structural
fillbut will likely require moisture conditioning (drying).
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 12
Fill Placement and Compaction Requirements
Structural and general fill should meet the following compaction requirements.
Item Structural Fill General Fill
Maximum Lift
Thickness
8 inches or less in loose thickness when
heavy, self -propelled compaction equipment
is used
4 to 6 inches in loose thickness when hand -
guided equipment (i.e. trench roller,
jumping jack , or plate compactor) is used
Same as
structural fill
Minimum
Compaction
Requirements 1,2,3
95% of maximum
98% of maximum in upper 1 foot of
structural fill
92% of max.
Water Content
Range 1, 3
Within 3 percent of optimum moisture
content
As required to
achieve min.
compaction
requirements
1. Fill should be tested for moisture content and compaction during placement. If in -place
density tests indicate the specified moisture or compaction limits have not been met,
the area represented by the tests should be reworked and retested as required until the
specified moisture and compaction requirements are achieved.
2. It is not necessary to achieve 95% compaction on the existing ground prior to placing
fill or beginning construction. However, the subgrade should be evaluated by the
Geotechnical Engineer prior to placing fill or beginning construction.
3. Maximum density and optimum water content as determined by the standard Proctor
test (ASTM D 698).
4. Materials not amenable to density testing should be placed and compacted to a stable
condition observed by the Geotechnical Engineer or representative.
Pipe Bedding and Trench Backfill
Pipe bedding and trench backfill should be in accordance with the applicable public works
standard details and specifications for the type of pipe to be supported. (For example,
the NCDOT has published standard pipe bedding and backfilling details for flex ible and
rigid pipe for normal earth foundation, rock foundation, and unsuitable material
foundation conditions.) Backfill materials, placement, and testing should be in
accordance with the publics works requirements or the earthwork recommendations
given in this report, whichever are more stringent. If open -graded materials, such as No.
78 or No. 57 stone, are used, they should be completely wrapped in a woven geotextile
that can be used for both separation and filtration (e.g., Mirafi HP270).
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 13
Subgrade Protection
Upon completion of filling and grading, care should be taken to maintain the subgrade
water content prior to construction of grade -supported improvements such as floor slabs
and pavements. Construction traffic over the completed subgrades should be avoided.
The site should also be graded to prevent surface water from ponding on the prepared
subgrades or in excavations. Water collecting over or adjacent to construction areas
should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the
affected material should be removed, or the materials should be scarified, moisture
conditioned, and recompacted prior to floor slab construction.
All grades must provide effective drainage away from the building s during and after
construction and should be maintained throughout the life of the structure. Water
retained next to the buildings can result in soil movements greater than those discussed
in this report. Greater movements can result in unacceptable differential floor slab
and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should
have gutters/drains with downspouts that discharge onto splash blocks at a distance of
at least 10 feet from the building s.
Construction Observation and Testing
The earthwork efforts should be observed by the Geotechnical Engineer (or others under
their direction). Observation should include documentation of adequate removal of
surficial materials (vegetation, topsoil, and pavements), evaluation and remediation of
existing fill materials, as well as proofrolling and mitigation of unsuitable areas
delineated by the proofroll.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, as
recommended by the Geotechnical Engineer prior to placement of additional lifts. Each
lift of fill should be tested for density and water content at a frequency of at l east one
test for every 2,500 square feet of compacted fill in the building areas and 5,000 square
feet in pavement areas. Where not specified by local ordinance, one density and water
content test should be performed for every 100 linear feet of compacted utility trench
backfill and a minimum of one test performed for every 12 vertical inches of compacted
backfill .
In areas of foundation excavations, the bearing subgrade should be evaluated by the
Geotechnical Engineer. The bottom of footings should be checked with hand augers and
Dynamic Cone Penetrometer (DCP) testing that extend through any new or existing fill
material. If unanticipated conditions are observed, the Geotechnical Engineer should
prescribe mitigation options.
In addition to the documentation of the essential parameters necessary for construction,
the continuation of the Geotechnical Engineer into the construction phase of the project
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 14
provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface
conditions, including assessing variations and associated design changes.
Shallow Foundations
If the site has been prepared in accordance with the requirements noted in Earthwork,
the following design parameters are applicable for shallow foundations for the proposed
training facility .
Design Parameters – Compressive Loads
Item Description
Maximum Net Allowable Bearing
Pressure 1, 2 2,000 psf
Required Bearing Stratum 3 Approved existing soils or structural fill
Minimum Foundation Dimensions
Per NC Building Code:
Columns: 24 inches
Continuous: 16 inches
Sliding Resistance 4 0.35 ultimate coefficient of friction -
granular material
Minimum Embedment below
Finished Grade 5 12 inches
Estimated Total Settlement from
Structural Loads 2 Less than about 1 inch
Estimated Differential Settlement 2, 6 About 1/2 of total settlement
1. The maximum net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Values assume that
exterior grades are no steeper than 20% within 10 feet of structure. The allowable
bearing pressure can be increased by ⅓ for use with the alternative load combinations
given in Section 1605.3.2 of the 2018 North Carolina Building Code. Please note,
however, that additional foundation settlement will occur under these load
combinations.
2. Values provided are for maximum loads noted in Project Description. Additional
geotechnical consultation will be necessary if higher loads are anticipated.
3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations
presented in Earthwork.
4. Can be used to compute sliding resistance where foundations are placed on suitable
soil/materials. Frictional resistance for granular materials is dependent on the bearing
pressure which may vary due to load combinations. For fine -grained materials, latera l
resistance using cohesion should not exceed ½ the dead load.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 15
Item Description
5. Embedment necessary to minimize the effects of frost and to achieve recommended
allowable bearing pressure with a factor of safety of at least 2.5. For sloping ground,
maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the
structure.
6. Differential settlements are noted for equivalent -loaded foundations and bearing
elevation as measured over a span of 50 feet.
Design Parameters – Overturning and Uplift Loads
Shallow foundations subjected to overturning loads should be proportioned such that the
resultant eccentricity is maintained in the center -third of the foundation (e.g., e < b/6,
where b is the foundation width). This requirement is intended to keep the en tire
foundation area in compression during the extreme lateral/overturning load event.
Foundation oversizing may be required to satisfy this condition.
Uplift resistance of spread footings can be developed from the effective weight of the
footing and the overlying soils with consideration to the IBC basic load combinations.
Foundation Construction Considerations
The foundation bearing materials should be evaluated at the time of the foundation
excavation. This is an essential part of the construction process. A representative of the
geotechnical engineer should use a combination of hand auger borings and dynamic
c one penetrometer (DCP) testing to determine the suitability of the bearing materials for
the design bearing pressure. DCP testing should be performed to a depth of 3 to 5 feet
below the bottom of foundation excavation and through newly placed or existing fill
soils. Excessively soft, loose, or wet bearing soils should be over excavated to a depth
recommended by the geotechnical engineer. The excavated soils should be replaced with
structural fill or washed, crushed stone (NCDOT No. 57) wrapped in a geotextile fabric
(Mirafi HP270 or equivalent). The need for the geotextile fabric with the crushed stone
should be determined by the Geotechnical Engineer during construction based on
Item Description
Soil Moist Unit Weight 110 pcf
Soil Effective Unit Weight 1 48 pcf
Soil weight included in uplift
resistance
Soil included within the prism extending up from
the top perimeter of the footing at an angle of 15
degrees from vertical to ground surface
1. Effective (or buoyant) unit weight should be used for soil above the foundation level and
below a water level. The high groundwater level should be used in uplift design as
applicable.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 16
sloughing/caving soils and excavation observations. However, footings could bear
directly on the soils after over excavation if approved by the Geotechnical Engineer.
The base of all foundation excavations should be free of water and loose soil prior to
placing concrete. Concrete should be placed soon after excavating to reduce bearing soil
disturbance. Should the soils at bearing level become excessively disturbed or s aturated,
the affected soil should be removed prior to placing concrete .
Overexcavation for structural fill placement below footings should be conducted as
shown below. The overexcavation should be backfilled up to the footing base elevation,
with structural fill placed, as recommended in the Earthwork section or washed crushed
stone (NCDOT No. 57) wrapped in a woven geotextile that can be used for both
separation and filtration (e.g., Mirafi HP270).
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 17
Floor Slabs
Design parameters for floor slabs assume the requirements for Earthwork have been
followed. Specific attention should be given to positive drainage away from the structure
and positive drainage of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Floor Slab Support 1 Suitable existing soils or new structural fill compacted in
accordance with Earthwork section of this report.
Estimated Modulus
of Subgrade
Reaction2
150 pounds per square inch per inch (psi/in) for point loads
Aggregate Base
Course/Capillary
Break3
Minimum 4 inches of free -draining granular material (less
than 5% passing the U.S. No. 200 sieve)
1. Floor slabs should be structurally independent of building footings or walls to reduce the
possibility of floor slab cracking caused by differential movements between the slab and
foundation.
2. Modulus of subgrade reaction is an estimated value based upon our experience with the
subgrade condition, the requirements noted in Earthwork , and the floor slab support as
noted in this table. It is provided for point loads. For large area loads the modulus of
subgrade reaction would be lower.
3. Free-draining granular material should have less than 5% fines (material passing the
No. 200 sieve). Other design considerations such as cold temperatures and
condensation development could warrant more extensive design provisions.
The use of a vapor retarder should be considered beneath concrete slabs on grade
covered with wood, tile, carpet, or other moisture sensitive or impervious coverings,
when the project includes humidity -controlled areas, or when the slab will support
equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,
the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions
regarding the use and placement of a vapor retarder.
Saw-cut contraction joints should be placed in the slab to help control the location and
extent of cracking. For additional recommendations, refer to the ACI Design Manual.
Joints or cracks should be sealed with a waterproof, non -extruding compressible
com pound specifically recommended for heavy duty concrete pavement and wet
environments.
Where floor slabs are tied to perimeter walls or turn -down slabs to meet structural or
other construction objectives, our experience indicates differential movement between
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 18
the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab
cracks beyond the length of the structural dowels. The Structural Engineer should
account for potential differential settlement through use of sufficient control jo ints,
appropriate reinforcing or other means.
Floor Slab Construction Considerations
On most project sites, the site grading is generally accomplished early in the
construction phase. However, as construction proceeds, the subgrade may be disturbed
due to utility excavations, construction traffic, desiccation, rainfall, etc. As a result, t he
floor slab subgrade may not be suitable for placement of base stone and concrete and
corrective action will be required to repair the damaged areas.
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be
protected from traffic, rutting, or other disturbance and maintained in a relatively moist
condition until floor slabs are constructed. If the subgrade should become damage d or
desiccated prior to construction of floor slabs, the affected material should be removed,
and structural fill should be added to replace the resulting excavation. Final conditioning
of the finished subgrade should be performed immediately prior to pla cement of the floor
slab support course.
The Geotechnical Engineer should observe the condition of the floor slab subgrades
immediately prior to placement of the floor slab support course, reinforcing steel, and
concrete. Attention should be paid to high traffic areas that were rutted and disturb ed
earlier, and to areas where backfilled trenches are located.
Pavements
Pavement Subgrade Support Characteristics
Sufficient information is not available for us to provide an opinion of minimum pavement
thickness for the project. For pavement design by others, we recommend that a
subgrade California Bearing Ratio, CBR, of 7 percent be used for the asphaltic concrete
pavement designs. We recommend that a modulus of subgrade reaction of 1 50 pci be
used for the Portland cement concrete pavement designs. These values were empirically
derived based upon our experience with the clayey subgrade soils and our expectation of
the quality of the subgrade as prescribed by the Site Preparation conditions as outlined
in Earthwork .
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 19
Stormwater Control Measures
We understand that a stormwater sontrol measures (SCM) will be constructed for the
project. The SCM should be designed, constructed, and maintained in accordance with
the NCDEQ Stormwater Design Manual 1.
Determining the elevation of the seasonal high water table (SHWT) is also an important
step in the hydrogeologic design process for SCMs. To function properly, some SCMs
(e.g., infiltration systems, permeable pavements, and bioretention basins) require a
minimum separation of 2 feet from the bottom of the SCM down to the SHWT elevation.
The soil composition of many SCMs is vital to achieving their intended purpose. Soil
permeability is an important design factor for SCMs. The infiltration rate of in -situ soils
is required for design of infiltration devices and permeable pavement. It is also
advantageous and sometimes necessary to have low permeability in -situ soil for systems
where permanent ponded water is required (e.g., stormwater wetlands and wet ponds).
The attached report by Terrain Environmental Consulting in Supporting Information
provides a summary of the seasonal high water table depths and infiltration rates at the
locations evaluated.
Also, please note that the ground surface elevations at the boring locations were
interpolated from site topographic drawings provided to us and are not based on
measurements by a surveying instrument.
Many SCMs will include some volume of water storage for water treatment and/or water
quantity control. The most common type of storage facility is the earthen impoundment.
These structures sometimes are simply excavated from existing soil and rock and ar e
below grade, but others include fill material and dams. Embankments should have
slopes no steeper than 3H:1V to allow maintenance equipment and to maintain ground
cover. Without performing detailed slope stability analyses, cut slopes and fill slopes,
should also be no steeper than 3H:1V due to potential slope stability considerations.
1 https://www.deq.nc.gov/about/divisions/energy -mineral-and -land -resources/stormwater/stormwater -
program/stormwater -design-manual
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 20
General Comments
Our analysis and opinions are based upon our understanding of the project, the
geotechnical conditions in the area, and the data obtained from our site exploration.
Variations will occur between exploration point locations or due to the modifying effects
o f construction or weather. The nature and extent of such variations may not become
evident until during or after construction. Terracon should be retained as the
Geotechnical Engineer, where noted in this report, to provide observation and testing
services during pertinent construction phases. If variations appear, we can provide
further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on -site, we should be immediately
notified so th at we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner
is concerned about the potential for such contamination or pollution, other studies
should be undertaken.
Our services and any correspondence are intended for the sole benefit and exclusive use
of our client for specific application to the project discussed and are accomplished in
accordance with generally accepted geotechnical engineering practices with no th ird-
party beneficiaries intended. Any third -party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our
client. Reliance upon the services and any work product is limited to our client a nd is not
intended for third parties. Any use or reliance of the provided information by third
parties is done solely at their own risk. No warranties, either express or implied, are
intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation
cost. Any use of our report in that regard is done at the sole risk of the excavating cost
estimator as there may be variations on the site that are not apparent in the data that
could significantly effect excavation cost. Any parties charged with estimating excavation
costs should seek their own site characterization for specific purposes to obtain the
specific level of detail necessary for costing. Site safety and cost estimating including
excavation support and dewatering requirements/design are the responsibility of others.
Construction and site development have the potential to affect adjacent prop erties. Such
impacts can include damages due to vibration, modification of groundwater/surface
water flow during construction, foundation movement due to undermining or subsidence
from excavation , as well as noise or air quality concerns. Evaluation of these items on
nearby properties are commonly associated with contractor means and methods and are
not addressed in this report. The owner and contractor should consider a
preconstruction/precondition survey of surrounding development. If changes in the
nature, design, or location of the project are planned, our conclusions and
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials 21
recommendations shall not be considered valid unless we review the changes and either
verify or modify our conclusions in writing.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Figures
Contents:
GeoModel (2 pages)
8
10
12
14
16
18
20
22
24
26
28
EL
E
V
A
T
I
O
N
(
M
S
L
)
(
f
e
e
t
)
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
NOTES:
B-01 B-02A B-02
B-03
B-04A B-04 B-05A B-05
Legend
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
GeoModel
Cottage View | Wilmington, NC
Terracon Project No. K6245072
Bradie K9 Training Center
2108 Capital Dr, Ste 103
Wilmington, NC
First Water Observation
Groundwater levels are temporal. The levels shown are representative
of the date and time of our exploration. Significant changes are
possible over time.
Water levels shown are as measured during and/or after drilling. In
some cases, boring advancement methods mask the presence/absence
of groundwater. See individual logs for details.
Topsoil Poorly-graded Sand
with Silt
Silty Sand Poorly-graded Sand
Soil Behavior Type (SBT)
8 Very stiff sand to clayey sand7 Gravelly sand to dense sand
1 Sensitive, fine grained
4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt
2 Organic soils - clay
9 Very stiff fine grained
6 Sands - clean sand to silty sand
3 Clay - silty clay to clay
Model Layer Layer Name General Description
1 Poorly graded sand
3 Sandy clay and clayey sand, varying amounts of silt and
organics, sand lenses at varying depths
4 Sand with varying amounts of silt and clay, clay lenses at
varying depths
2 Sand with varying amount of silt and clay
5 CPT Refusal on Very Dense Sand and/or Limestone
CPT Assumed Water Depth
Existing Fill
Very Soft Clay and
Very Loose Clayey
Sand
Very Loose to Loose
Sand
Loose to Medium
Dense Sand
Castle Hayne
Formation
2
3
4
3
5
7
9.5
12
16.9
17.5
2
2
3.5
5
2
3
4
3
5
7.5
9
13
17.5
18
3.5
2
3
4
3
5
7
8.5
12
16.7
17
3
1
2
1
3
5
1
2
4
3
5
3
6
12
16.6
17
1
23
5
2
5.1
3
8
10
12
14
16
18
20
22
24
26
28
EL
E
V
A
T
I
O
N
(
M
S
L
)
(
f
e
e
t
)
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
NOTES:
B-06A B-06
B-07A B-07 B-08 B-09
B-10A B-10 B-11
Legend
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
GeoModel
Cottage View | Wilmington, NC
Terracon Project No. K6245072
Bradie K9 Training Center
2108 Capital Dr, Ste 103
Wilmington, NC
First Water Observation
Groundwater levels are temporal. The levels shown are representative
of the date and time of our exploration. Significant changes are
possible over time.
Water levels shown are as measured during and/or after drilling. In
some cases, boring advancement methods mask the presence/absence
of groundwater. See individual logs for details.
Topsoil Poorly-graded Sand
with Silt
Silty Sand
Soil Behavior Type (SBT)
8 Very stiff sand to clayey sand7 Gravelly sand to dense sand
1 Sensitive, fine grained
4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt
2 Organic soils - clay
9 Very stiff fine grained
6 Sands - clean sand to silty sand
3 Clay - silty clay to clay
Model Layer Layer Name General Description
1 Poorly graded sand
3 Sandy clay and clayey sand, varying amounts of silt and
organics, sand lenses at varying depths
4 Sand with varying amounts of silt and clay, clay lenses at
varying depths
2 Sand with varying amount of silt and clay
5 CPT Refusal on Very Dense Sand and/or Limestone
CPT Assumed Water Depth
Existing Fill
Very Soft Clay and
Very Loose Clayey
Sand
Very Loose to Loose
Sand
Loose to Medium
Dense Sand
Castle Hayne
Formation
23
5
2
5.1
3
22.3
5
2
4
5
10.1
2.3 4
2
3
5
4
9
13.7
14
1.5
2
5.1
3
4
2
3 3
5
4
2
3
5
3
12
18.4
19
3
4
2
3
5
2
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Attachments
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Exploration and Testing Procedures
Field Exploration
Number of Soundings Approximate Sounding
Depth (feet) 1 Location
4 (B -01 through B -04) 17 to 18 Proposed Training Facility
2 (B-05, B -06) 5 Proposed Pavement
1 (B-07) 10 Proposed SCM
2 (B-08, B -10) 14 to 18 Future Building
2 (B-09, B -11) 5 Future Pavement
5 (SCM-01 through SCM-05) Up to 6
(hand auger borings) Proposed and potential SCM
1. Referenced from existing ground surface.
Exploration Layout and Elevations: Terracon personnel provided the exploration
layout using handheld GPS equipment (estimated horizontal accuracy of about ±15 feet)
and referencing existing site features. Approximate ground surface elevations were
obtained by interpolation from the provided topographic survey . If elevations and a
more precise exploration layout are desired, we recommend our locations be surveyed.
Subsurface Exploration Procedures: The subsurface exploration was performed by a
track mounted power drilling rig utilizing direct push, cone penetration testing (CPT) to
advance into the subsurface. Additionally, six solid-stem auger borings were advanced to
depths of 5 feet below existing grades to obtain laboratory samples and visually classify
near -surface soils. Samples were tagged for identification, sealed to reduce moisture
loss, and taken to our laboratory for further examination, testing, and classification.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Cone Penetration Testing (CPT): The CPT hydraulically pushes an
instrumented cone through the soil while nearly continuous readings are
recorded to a portable computer. The cone is equipped with electronic load
cells to measure tip resistance and sleeve resistance and a pressure
transducer to measure the generated ambient pore pressure. The
face of the cone has an apex angle of 60° and an area of 10 cm 2.
Digital data representing the tip resistance, friction resistance, pore
water pressure, and probe inclin ation angle are recorded about every 2
centimeters while advancing through the ground at a rate between
1½ and 2½ centimeters per second. These measurements are
correlated to various soil properties used for geotechnical design. No
soil samples are gathered through this subsurface investigation technique.
CPT testing is conducted in general accordance with ASTM D5778
"Standard Test Method for Performing Electronic Friction Cone and
Piezocone Penetration Testing of Soils." Upon completion, the data collected
was downloaded and processed by the project engineer.
Shear wave velocity testing is a supplement to the CPT with added instrumentation used
to determine shear wave velocity with depth. This additional information is collected via
an accelerometer placed above the instrumented cone. A shear wave is generated at
the ground surface, such as a hammer striking a steel plate on the end, which
propagates through the soil and is recorded by the accelerometer at selected intervals
(typically 1 meter). From this data, the interval shear wave velocities of the soil are
calculated. These interval velocities can be used to develop the shear wave velocity
profile for the site and can be used to determine a seismic site classification.
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests. The
laboratory testing program included the following types of tests:
■ Moisture Content
■ Grain -Size Analysis
■ Atterberg Limits
The laboratory testing program often included examination of soil samples by an
engineer. Based on the results of our field and laboratory programs, we described and
classified the soil samples in accordance with the Unified Soil Classification System.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Site Location and Exploration Plans
Contents:
Site Location and Nearby Geotechnical Data
Exploration Plan
Note: All attachments are one page unless noted above.
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Note to Preparer: This is a large table with outside borders. Just click inside the table
above this text box, then paste your GIS Toolbox image.
When paragraph markers are turned on you may notice a line of hidden text above
and outside the table – please leave that alone. Limit editing to inside the table.
The line at the bottom about the general location is a separate table line. You can edit
it as desired, but try to keep to a single line of text to avoid reformatting the page.
Site Location and Nearby Geotechnical Data
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY USGS, 2020
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Note to Preparer: This is a large table with outside borders. Just click inside the table
above this text box, then paste your GIS Toolbox image.
When paragraph markers are turned on you may notice a line of hidden text above
and outside the table – please leave that alone. Limit editing to inside the table.
The line at the bottom about the general location is a separate table line. You can edit
it as desired, but try to keep to a single line of text to avoid reformatting the page.
Exploration Plan
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES SITE PLAN PROVIDED BY CLIENT, MAP PROVIDED BY MICROSOFT BING MAPS
Exploration and Laboratory Results
Contents:
CPT Sounding and Soil Boring Logs
-B-01 through B -11
Summary of Laboratory Results
Grain Size Distribution
Note: All attachments are one page unless noted above.
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-01
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
Tip Refusal at 16.9 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
Topsoil Thickness: 6 inches
Cave In Depth: 2 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3447° Longitude: -77.8729°
CPT Completed: 9/5/2024
2 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/5/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-02
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
Tip Refusal at 17.5 Feet
>>>>>>>>>>
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
See B-02A for the adjacent test's full details.
Topsoil Thickness: 7 inches
Cave In Depth: 3.5 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3447° Longitude: -77.8727°
CPT Completed: 9/5/2024
3.5 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/5/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
B-
0
2
A
M
a
t
e
r
i
a
l
De
s
c
r
i
p
t
i
o
n
26.4
24
22
TOPSOIL, 7 inches
POORLY GRADED SAND WITH SILT (SP-SM), fine to medium, gray and brown
SILTY SAND (SM), trace clay, fine to medium, brown
Boring Terminated at 5 Feet
Boring Log No. B-02A
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
1
2
3
4
5
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
Mo
d
e
l
L
a
y
e
r
9.0
14.5
0.6
3.0
5.0
Cottage View | Wilmington, NC
Terracon Project No. K6245072 Wilmington, NC
2108 Capital Dr, Ste 103
Drill Rig
Geoprobe 3126GT
Hammer Type
N/A
Driller
T. Whitehead
Logged by
Z. Burt
Boring Started
09-05-2024
Boring Completed
09-05-2024
Abandonment Method
Test hole backfilled upon completion
Advancement Method
Solid Stem Auger
Notes
Water Level Observations
Cave In (dry)
Estimated based on CPT data and cave in depths
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference: Approximate elevations were interpolated from the provided topographic site
plan
Boring advanced adjacent to CPT location B-02
Bradie K9 Training Center
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Elevation: 27 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.3447° Longitude: -77.8727°
Depth (Ft.)
2
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-03
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
Tip Refusal at 16.7 Feet
>>
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
Topsoil Thickness: 6 inches
Cave In Depth: 3 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 26 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3444° Longitude: -77.8729°
CPT Completed: 9/5/2024
3 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/5/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-04
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Shear Wave Velocity, Vs(ft/sec)
140 280 420 560
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
Tip Refusal at 16.6 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
See B-04A for the adjacent test's full details.
Topsoil Thickness: 4 inches
Cave In Depth: 1 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3444° Longitude: -77.8727°
CPT Completed: 9/6/2024
1 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/6/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
B-
0
4
A
M
a
t
e
r
i
a
l
De
s
c
r
i
p
t
i
o
n
26.7
24
22
TOPSOIL, 4 inches
FILL - POORLY GRADED SAND, fine to medium, tan
SILTY SAND (SM), fine to medium, brown and gray
Boring Terminated at 5 Feet
Boring Log No. B-04A
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
1
2
3
4
5
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
Mo
d
e
l
L
a
y
e
r
13.1
18.7
NP
0.3
3.0
5.0
Cottage View | Wilmington, NC
Terracon Project No. K6245072 Wilmington, NC
2108 Capital Dr, Ste 103
Drill Rig
Geoprobe 3126GT
Hammer Type
N/A
Driller
T. Whitehead
Logged by
Z. Burt
Boring Started
09-06-2024
Boring Completed
09-06-2024
Abandonment Method
Test hole backfilled upon completion
Advancement Method
Solid Stem Auger
Notes
Water Level Observations
Cave In (dry)
Estimated based on CPT data and cave in depths
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference: Approximate elevations were interpolated from the provided topographic site
plan
Boring advanced adjacent to CPT location B-04
Bradie K9 Training Center
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Depth (Ft.)
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Elevation: 27 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.3444° Longitude: -77.8727°
1
2
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-05
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
CPT Terminated at 5.1 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
See B-05A for the adjacent test's full details.
Topsoil Thickness: 6 inches
Cave In Depth: 3 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3446° Longitude: -77.8726°
CPT Completed: 9/5/2024
3 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/5/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
B-
0
5
A
M
a
t
e
r
i
a
l
De
s
c
r
i
p
t
i
o
n
26.5
22
TOPSOIL, 6 inches
SILTY SAND (SM), fine to medium, brown and tan
Boring Terminated at 5 Feet
Boring Log No. B-05A
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
1
2
3
4
5
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
Mo
d
e
l
L
a
y
e
r
15.9
17.4
0.5
5.0
Cottage View | Wilmington, NC
Terracon Project No. K6245072 Wilmington, NC
2108 Capital Dr, Ste 103
Drill Rig
Geoprobe 3126GT
Hammer Type
N/A
Driller
T. Whitehead
Logged by
Z. Burt
Boring Started
09-05-2024
Boring Completed
09-05-2024
Abandonment Method
Test hole backfilled upon completion
Advancement Method
Solid Stem Auger
Notes
Water Level Observations
Cave In (dry)
Estimated based on CPT data and cave in depths
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference: Approximate elevations were interpolated from the provided topographic site
plan
Boring advanced adjacent to CPT location B-05
Bradie K9 Training Center
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Elevation: 27 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.3446° Longitude: -77.8726°
Depth (Ft.)
2
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-06
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
CPT Terminated at 5.1 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
See B-06A for the adjacent test's full details.
Topsoil Thickness: 6 inches
Cave In Depth: 3 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3444° Longitude: -77.8724°
CPT Completed: 9/6/2024
3 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/6/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
B-
0
6
A
M
a
t
e
r
i
a
l
De
s
c
r
i
p
t
i
o
n
26.5
24
22
TOPSOIL, 6 inches
POORLY GRADED SAND WITH SILT (SP-SM), fine to medium, gray and brown
SILTY SAND (SM), fine to medium, dark brown
Boring Terminated at 5 Feet
Boring Log No. B-06A
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
1
2
3
4
5
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
Mo
d
e
l
L
a
y
e
r
10.6
15.8
0.5
3.0
5.0
Cottage View | Wilmington, NC
Terracon Project No. K6245072 Wilmington, NC
2108 Capital Dr, Ste 103
Drill Rig
Geoprobe 3126GT
Hammer Type
N/A
Driller
T. Whitehead
Logged by
Z. Burt
Boring Started
09-06-2024
Boring Completed
09-06-2024
Abandonment Method
Test hole backfilled upon completion
Advancement Method
Solid Stem Auger
Notes
Water Level Observations
Cave In (dry)
Estimated based on CPT data and cave in depths
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference: Approximate elevations were interpolated from the provided topographic site
plan
Boring advanced adjacent to CPT location B-06
Bradie K9 Training Center
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Elevation: 27 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.3444° Longitude: -77.8724°
Depth (Ft.)
2
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-07
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
CPT Terminated at 10.1 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
See B-07A for the adjacent test's full details.
Topsoil Thickness: 7 inches
Cave In Depth: 2.3 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 26 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3442° Longitude: -77.8729°
CPT Completed: 9/5/2024
2.3 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/5/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
B-
0
7
A
M
a
t
e
r
i
a
l
De
s
c
r
i
p
t
i
o
n
25.4
21
TOPSOIL, 7 inches
SILTY SAND (SM), fine to medium, dark brown
-Color change to gray
Boring Terminated at 5 Feet
Boring Log No. B-07A
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
1
2
3
4
5
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
Mo
d
e
l
L
a
y
e
r
2013.3
15.8
NP
0.6
5.0
Cottage View | Wilmington, NC
Terracon Project No. K6245072 Wilmington, NC
2108 Capital Dr, Ste 103
Drill Rig
Geoprobe 3126GT
Hammer Type
N/A
Driller
T. Whitehead
Logged by
Z. Burt
Boring Started
09-05-2024
Boring Completed
09-05-2024
Abandonment Method
Test hole backfilled upon completion
Advancement Method
Solid Stem Auger
Notes
Water Level Observations
Cave In (dry)
Estimated based on CPT data and cave in depths
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference: Approximate elevations were interpolated from the provided topographic site
plan
Boring advanced adjacent to CPT location B-07
Bradie K9 Training Center
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Elevation: 26 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.3442° Longitude: -77.8729°
Depth (Ft.)
2
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-08
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
Tip Refusal at 13.7 Feet
>>>>
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
Topsoil Thickness: 6 inches
Cave In Depth: 1.5 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 26 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3447° Longitude: -77.8740°
CPT Completed: 9/6/2024
1.5 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/6/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-09
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
CPT Terminated at 5.1 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
Topsoil Thickness: 5 inches
Cave In Depth: 3 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 26 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3444° Longitude: -77.8737°
CPT Completed: 9/6/2024
3 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/6/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-10
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
Tip Refusal at 18.4 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
See B-10A for the adjacent test's full details.
Topsoil Thickness: 5 inches
Cave In Depth: 3 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3446° Longitude: -77.8711°
CPT Completed: 9/6/2024
3 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/6/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
B-
1
0
A
M
a
t
e
r
i
a
l
De
s
c
r
i
p
t
i
o
n
26.6
24
22
TOPSOIL, 5 inches
POORLY GRADED SAND WITH SILT (SP-SM), fine to medium, tannish gray
SILTY SAND (SM), fine to medium, dark brown
Boring Terminated at 5 Feet
Boring Log No. B-10A
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
1
2
3
4
5
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
Mo
d
e
l
L
a
y
e
r
914.4
19.9
NP
0.4
3.0
5.0
Cottage View | Wilmington, NC
Terracon Project No. K6245072 Wilmington, NC
2108 Capital Dr, Ste 103
Drill Rig
Geoprobe 3126GT
Hammer Type
N/A
Driller
T. Whitehead
Logged by
Z. Burt
Boring Started
09-06-2024
Boring Completed
09-06-2024
Abandonment Method
Test hole backfilled upon completion
Advancement Method
Solid Stem Auger
Notes
Water Level Observations
Cave In (dry)
Estimated based on CPT data and cave in depths
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Elevation Reference: Approximate elevations were interpolated from the provided topographic site
plan
Boring advanced adjacent to CPT location B-10
Bradie K9 Training Center
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Elevation: 27 (Ft.) +/-
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 34.3446° Longitude: -77.8711°
Depth (Ft.)
4
2
Depth
(ft)
0
5
10
15
20
CPT Sounding ID B-11
Approx.
Elev.
(ft)
25
20
15
10
10 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Facilities | Environmental | Geotechnical | Materials
Friction Ratio, Fr(%)
2 4 6 8
Sleeve Friction, fs(tsf)
0.5 1.0 1.5 2.0
0.05 0.10 0.15 0.20
Material
Description
Normalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
0 1 2 3
Hydrostatic Pressure
CPT Terminated at 5 Feet
1 Sensitive, fine grained
Normalized Soil Behavior Type
(Robertson 1990)
See Exploration and Testing Procedures for a description of field
and laboratory procedures used and additional data, if any.
See Supporting Information for explanation of symbols and
abbreviations.
Bradie K9 Training Center
Cottage View | Wilmington, NC
Notes
Test Location: See Exploration Plan
Topsoil Thickness: 4 inches
Cave In Depth: 2 feet (dry)
Elevation Reference: Approximate elevations were interpolated from the provided topographic site plan
Elevation: 27 (ft) +/-
CPT Equipment
Terracon Project No. K6245072
3 Clay - silty clay to clay
2 Organic soils - clay
Auger anchors used as reaction force
CPT sensor calibration reports available upon request
Probe No. 5632 with net area ratio of 0.85
U2 pore pressure transducer location
Manufactured by Geoprobe Systems- Calibrated 8/5/2024
Tip and sleeve areas of 15 cm2 and 225 cm2
Ring friction reducer with O.D. of 1.72 in
Latitude: 34.3441° Longitude: -77.8711°
CPT Completed: 9/6/2024
2 ft estimated water depth
(used in normalizations and correlations)
CPT Started: 9/6/2024
9 Very stiff fine grained
4 Silt mixtures - clayey silt to silty clay
8 Very stiff sand to clayey sand
7 Gravelly sand to dense sand
6 Sands - clean sand to silty sand
5 Sand mixtures - silty sand to sandy silt
Operator: T. Whitehead
CPT Rig: Geoprobe 3126GT
2108 Capital Dr, Ste 103
Wilmington, NC
Water Level Observation
Facilities | Environmental | Geotechnical | Materials
B-02A 1-2.5 9.0
B-02A 3.5-5 14.5
B-04A 1-2.5
POORLY GRADED SAND(SP)3.1 NP NP NP 0.5
B-04A 3.5-5 18.7
B-05A 1-2.5 15.9
B-05A 3.5-5 17.4
B-06A 1-2.5 10.6
B-06A 3.5-5 15.8
B-07A 1-2.5
SILTY SAND(SM)13.3 NP NP NP 20.1
B-07A 3.5-5 15.8
B-10A 1-2.5
POORLY GRADED SAND with
SILT(SP-SM)14.4 NP NP NP 9.0
B-10A 3.5-5 19.9
Soil Classification
USCSDepth (Ft.)
Summary of Laboratory Results
Water
Content
(%)
Liquid
Limit
Plastic
Limit
Plasticity
Index
BORING
ID % Fines
Wilmington, NC
Bradie K9 Training Center
Cottage View | Wilmington, NC
Terracon Project No. K6245072
2108 Capital Dr, Ste 103
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
1.5 8
1 140
HydrometerU.S. Sieve Opening in Inches
Grain Size Distribution
3/4 1/23/8
D30 0.225 0.109 0.116
Pe
r
c
e
n
t
F
i
n
e
r
b
y
W
e
i
g
h
t
Grain Size (mm)
30 403 60
U.S. Sieve Numbers
16 20
100
90
80
70
60
50
40
30
20
10
044100632 10 14 506 200
Sand Silt or ClayCobblescoarse fine coarse finemedium
Gravel
Pe
r
c
e
n
t
F
i
n
e
r
b
y
W
e
i
g
h
t
Pe
r
c
e
n
t
C
o
a
r
s
e
r
b
y
W
e
i
g
h
t
ASTM D422 / ASTM C136 / AASHTO T27
Boring ID
Facilities | Environmental | Geotechnical | Materials
2.55 2.14
D60 0.34 0.166 0.165
1.12 1.06
CU
Sieve % FinerSieve% Finer
Sieve% Finer
#4
#10
#20
#40
#60
#140
#200
100.0
99.88
99.66
98.67
95.36
22.41
9.0
#4
#10
#20
#40
#60
#140
#200
100.0
99.93
98.92
89.2
28.25
20.13
99.5
79.9
91.0
% Fines
Grain Size
D10 0.133 0.077
Coefficients
CC
Remarks
#10
#20
#40
#60
#140
#200
100.0
99.99
98.44
79.0
33.94
1.23
0.5
0.0
0.0
0.0
% Cobbles % Gravel % Sand % Clay
0.0
0.0
0.0
% Silt
0.5
20.1
9.0
POORLY GRADED SAND
SILTY SAND
POORLY GRADED SAND with SILT
Description
1 - 2.5
1 - 2.5
1 - 2.5
Depth
B-04A
B-07A
B-10A
2108 Capital Dr, Ste 103
Wilmington, NCTerracon Project No. K6245072
Cottage View | Wilmington, NC
Bradie K9 Training Center
USCS
SP
SM
SP-SM
Supporting Information
Contents:
General Notes
Unified Soil Classification System
CPT General Notes
Stormwater Soils Evaluation Report
Note: All attachments are one page unless noted above.
Grab
Sample
Facilities | Environmental | Geotechnical | Materials
> 4.00
2.00 to 4.00
1.00 to 2.00
0.50 to 1.00
0.25 to 0.50
less than 0.25
Unconfined Compressive
Strength
Qu (tsf)
Bradie K9 Training Center
Cottage View | Wilmington, NC
Terracon Project No. K6245072
2108 Capital Dr, Ste 103
Wilmington, NC
N
(HP)
(T)
(DCP)
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined Compressive
Strength
Photo-Ionization Detector
Organic Vapor Analyzer
Water Level After a
Specified Period of Time
Water Level After
a Specified Period of Time
Cave In
Encountered
Water Level Field Tests
Water Initially
Encountered
Sampling
Water levels indicated on the soil boring logs are the
levels measured in the borehole at the times
indicated. Groundwater level variations will occur over
time. In low permeability soils, accurate
determination of groundwater levels is not possible
with short term water level observations.
General Notes
Location And Elevation Notes
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are
approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface
elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface
elevation was approximately determined from topographic maps of the area.
Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the
soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488 "Description and
Identification of Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the
soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative
density, and fine-grained soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards
noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or
professional judgment.
Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this
document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document.
Relevance of Exploration and Laboratory Test Results
Descriptive Soil Classification
> 30
15 - 30
8 - 15
4 - 8
2 - 4
Hard
> 50 Very Stiff
Stiff
Medium Stiff
Soft
Very Soft
30 - 50
10 - 29
4 - 9
0 - 3Very Loose
Loose
Medium Dense
Dense
Very Dense
Relative Density of Coarse-Grained Soils
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration
Resistance
Consistency of Fine-Grained Soils
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field visual-manual
procedures or standard penetration resistance
0 - 1
Relative Density ConsistencyStandard Penetration or
N-Value
(Blows/Ft.)
Standard Penetration or
N-Value
(Blows/Ft.)
Strength Terms
Geotechnical Engineering Report
Bradie K9 Training Center | Castle Hayne, North Carolina
September 30, 2024 | Terracon Project No. K6245072
Facilities | Environmental | Geotechnical | Materials
Unified Soil Classification System
Criteria for Assigning Group Symbols and Group Names Using
Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4
sieve
Clean Gravels:
Less than 5% fines C
Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F
Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of
coarse fraction
passes No. 4 sieve
Clean Sands:
Less than 5% fines D
Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I
Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than
50
Inorganic: PI > 7 and plots above “A” line J CL Lean clay K, L, M
PI < 4 or plots below “A” line J ML Silt K, L, M
Organic: 𝐿𝐿 𝑛𝑣𝑑𝑛 𝑑𝑟𝑖𝑑𝑑
𝐿𝐿 𝑛𝑛𝑡 𝑑𝑟𝑖𝑑𝑑<0.75 OL Organic clay K, L, M, N
Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or
more
Inorganic: PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic silt K, L, M
Organic: 𝐿𝐿 𝑛𝑣𝑑𝑛 𝑑𝑟𝑖𝑑𝑑
𝐿𝐿 𝑛𝑛𝑡 𝑑𝑟𝑖𝑑𝑑<0.75 OH Organic clay K, L, M, P
Organic silt K, L, M, Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3 -inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with
cobbles or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW -GM well-
graded gravel with silt, GW -GC well -graded gravel with clay, GP -GM
poorly graded gravel with silt, GP -GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW -SM well-
graded sand with silt, SW -SC well -graded sand with clay, SP -SM
poorly graded sand with silt, SP -SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
F If soil contains ≥ 15% sand, add “with sand” to group name.
G If fines classify as CL -ML, use dual symbol GC -GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains ≥ 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or
“with gravel,” whichever is predominant.
L If soil contains ≥ 30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains ≥ 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI ≥ 4 and plots on or above “A” line.
O PI < 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
6010
2
30
DxD
)(D
Facilities | Environmental | Geotechnical | Materials
Kulhawy, F.H., Mayne, P.W., (1997). "Manual on Estimating Soil Properties for Foundation Design," Electric Power Research Institute, Palo Alto, CA.
Mayne, P.W., (2013). "Geotechnical Site Exploration in the Year 2013," Georgia Institue of Technology, Atlanta, GA.
Robertson, P.K., Cabal, K.L. (2012). "Guide to Cone Penetration Testing for Geotechnical Engineering," Signal Hill, CA.
Schmertmann, J.H., (1970). "Static Cone to Compute Static Settlement over Sand,"Journal of the Soil Mechanics and Foundations Division,96(SM3), 1011-1043.
1 Sensitive, fine grained
2 Organic soils - clay
3 Clay - silty clay to clay
DESCRIPTION OF GEOTECHNICAL CORRELATIONS
RELATIVE RELIABILITY OF CPT CORRELATIONS
WATER LEVEL
CONE PENETRATION SOIL BEHAVIOR TYPE
REFERENCES
Unit Weight,
Relative Density, Dr
Constrained Modulus, M
Permeability, k
Effective Friction Angle, '
Low Reliability High Reliability
10.1 10
NORMALIZED FRICTION RATIO, Fr
NO
R
M
A
L
I
Z
E
D
C
O
N
E
R
E
S
I
S
T
A
N
C
E
,
q
t /
a
t
m
1
100
10
1000
DESCRIPTION OF MEASUREMENTS
AND CALIBRATIONS
improves with seismic Vs measurements
Reliability of CPT-predicted N60 values as
commonly measured by the Standard
Penetration Test (SPT) is not provided due
to the inherent inaccuracy associated with
the SPT test procedure.
Small Strain Modulus, G0* and
Elastic Modulus, Es*
CPT GENERAL NOTES
4 Silt mixtures - clayey silt to silty clay
5 Sand mixtures - silty sand to sandy silt
6 Sands - clean sand to silty sand
7 Gravelly sand to dense sand
8 Very stiff sand to clayey sand
9 Very stiff fine grained
atm = atmospheric pressure = 101 kPa = 1.05 tsf
REPORTED PARAMETERS
Sensitivity, St
Undrained Shear Strength, Su
Over Consolidation Ratio, OCR
CPT logs as provided, at a minimum, report the data as required by ASTM D5778 and ASTM D7400 (if applicable). This
minimum data include qt, fs, and u. Other correlated parameters may also be provided. These other correlated parameters are
interpretations of the measured data based upon published and reliable references, but they do not necessarily represent the
actual values that would be derived from direct testing to determine the various parameters. To this end, more than one
correlation to a given parameter may be provided. The following chart illustrates estimates of reliability associated with
correlated parameters based upon the literature referenced below.
Over Consolidation Ratio, OCR
OCR (1) = 0.25(Qtn)1.25
OCR (2) = 0.33(Qtn)
Undrained Shear Strength, Su Su = Qtn x 'V0/Nkt Nkt is a soil-specific factor (shown on Su plot)
Sensitivity, St St = (qt - V0/Nkt) x (1/fs)
Unit Weight,
= (0.27[log(Fr)]+0.36[log(qt/atm)]+1.236) x water
V0 is taken as the incremental sum of the unit weights
Small Strain Shear Modulus, G0 G0 (1) = Vs
2
G0 (2) = 0.015 x 10(0.55Ic + 1.68)(qt - V0)Relative Density, Dr Dr = (Qtn / 350)0.5 x 100
Constrained Modulus, M
M = M(qt - V0)
For Ic > 2.2 (fine-grained soils)
M = Qtn with maximum of 14
For Ic < 2.2 (coarse-grained soils)
M = 0.0188 x 10(0.55Ic + 1.68)
Hydraulic Conductivity, k
For 1.0 < Ic < 3.27 k = 10(0.952 - 3.04Ic)
For 3.27 < Ic < 4.0 k = 10(-4.52 - 1.37Ic)
Es (1) = 2.6 G0 where = 0.56 - 0.33logQtn,clean sand Es (2) = G0 Es (3) = 0.015 x 10(0.55Ic + 1.68)(qt - V0)
Es (4) = 2.5qt
Soil Behavior Type Index, Ic Ic = [(3.47 - log(Qtn))2 + (log(Fr) + 1.22)2]0.5
SPT N60 N60 = (qt/atm) / 10(1.1268 - 0.2817Ic)
Elastic Modulus, Es (assumes q/qultimate ~ 0.3, i.e. FS = 3)
Shear Wave Velocity, Vs Measured in a Seismic CPT and provides
direct measure of soil stiffness
To be reported per ASTM D7400, if collected:
Normalized Friction Ratio, Fr The ratio as a percentage of fs to qt,
accounting for overburden pressure
Sleeve Friction, fs Frictional force acting on the sleeve
divided by its surface area
Pore Pressure, u
Pore pressure measured during penetration
u1 - sensor on the face of the cone
u2 - sensor on the shoulder (more common)
Where a is the net area ratio,
a lab calibration of the cone typically
between 0.70 and 0.85
Corrected Tip Resistance, qt Cone resistance corrected for porewater
and net area ratio effects
qt = qc + u2(1 - a)
Uncorrected Tip Resistance, qc Measured force acting on the cone
divided by the cone's projected area
To be reported per ASTM D5778:
Normalized Tip Resistance, Qtn
Qtn = ((qt - V0)/Pa)(Pa/ 'V0)n
n = 0.381(Ic) + 0.05( 'V0/Pa) - 0.15
The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalized soil behavior type
classification and correlated soil parameters. The water level may either be "measured" or "estimated:"
Measured - Depth to water directly measured in the field
Estimated - Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions
While groundwater levels displayed as "measured" more accurately represent site conditions at the time of testing than those "estimated," in either case the groundwater
should be further defined prior to construction as groundwater level variations will occur over time.
Clay and Silt
Sand
Sand
Clay and Silt
Sand
Clay and Silt
Clay and Silt
Sand
Clay and Silt
Sand
Sand
Clay and Silt
Clay and Silt
Clay and Silt
Sand
3
2
4
1
5
6
9
87
Typically, silts and clays have high Fr values and generate large
excess penetration porewater pressures; sands have lower Fr's
and do not generate excess penetration porewater pressures.
The adjacent graph (Robertson et al.) presents the soil
behavior type correlation used for the logs. This normalized
SBT chart, generally considered the most reliable, does not use
pore pressure to determine SBT due to its lack of repeatability
in onshore CPTs.
The estimated stratigraphic profiles included in the CPT logs are
based on relationships between corrected tip resistance (qt),
friction resistance (fs), and porewater pressure (u2). The
normalized friction ratio (Fr) is used to classify the soil behavior
type.
Effective Friction Angle, '
' (1) = tan-1(0.373[log(qc/ 'V0) + 0.29])
' (2) = 17.6 + 11[log(Qtn)]
for Ic<2.2
September 25, 2024
Terracon Consultants, Inc.
2108 Capital Drive, Suite 103
Wilmington, NC 28405
Attention: Mr. Justin DeNicola, P.E.
Subject: Stormwater Soil Evaluations
Project No. 24-040-SS
Lamb’s Path Way
Castle Hayne, NC
Dear Mr. DeNicola:
Terrain Environmental Consulting, PLLC (TEC) appreciates the opportunity to provide
you with this report for stormwater soil evaluation services associated with the design
of stormwater control measures (SCM) at the above referenced project site. The
results of the testing are presented below.
PROJECT BACKGROUND
TEC was contracted by Terracon to perform stormwater soil evaluation services,
specifically seasonal high water table (SHWT) evaluations and hydraulic conductivity
(Ksat) testing, to assist with the future design of SCMs at the above referenced project
site. An aerial photograph showing the locations (SCM-01 through SCM-05) was
provided and the test locations were marked in the field prior to our mobilization.
Review of the Web Soil Survey showed the areas at test locations being mapped with
the Leon soil series. This soil series is generally described as poorly drained soils
formed in marine sediments on flats, depressions, stream terraces and tidal areas with
an expected SHWT between 6 to 18 inches below the ground surface. This series
typically has diagnostic spodic horizons (hardpans and/or organic pans).
RESULTS
Seasonal High Water Table Evaluation
The SHWT evaluations were performed on September 23, 2024 by advancing hand
auger borings at the test locations, as shown on the attached Stormwater Soil
Evaluations sketch (Figure 1). The hand auger borings were advanced to depths
ranging from approximately 26 to 45 inches below the existing ground surface. Soils
were evaluated by a Licensed Soil Scientist for evidence of SHWT influence. This
evaluation involved looking at the actual moisture content in the soil and observing the
matrix and mottle colors. Depending on the soil texture, the soil color will indicate
Terrain Environmental Consulting Project 24-040-SS September 25, 2024
Lamb’s Path Way, Castle Hayne, NC
2
processes that are driven by SHWT fluctuations such as iron reduction and oxidation
and organic matter staining.
Soils at the test locations consisted primarily of fine sand to sandy loam surface
horizons underlain by an eluviated fine sand to loamy sand horizon with non-
cemented, spodic horizons (organic pans). Nearby drainage features appeared to be
affecting SHWT depths at locations SCM-01 through -03, as discussed below. The
SHWT was estimated to range between 9 to 28 inches below the ground surface. The
Observed Water Table (OWT), measured at time of boring, ranged from 18 to 38
inches below the ground surface.
A Soil Profile Description sheet, which provides a description of the observed soil
horizons and the estimated SHWT depths, has also been included with this report.
Ksat Testing
TEC personnel performed in-situ saturated hydraulic conductivity (Ksat) testing at the
test locations after the SHWT evaluations were complete. Specifically, the constant-
head well permeameter technique (also known as shallow well pump-in technique and
bore hole permeameter method) was used. This procedure is described in Methods of
Soil Analysis, Part 1., Chapter 29 – Hydraulic Conductivity of Saturated Soils: Field
Methods, 29 – 3.2 Shallow Well Pump In Method, pp. 758-763 and in the Soil Science
Society of America Journal, Vol. 53, no. 5, Sept. – Oct. 1989, “A Constant-head
Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone”
and “Comparison of the Glover Solution with the Simultaneous – Equations Approach
for Measuring Hydraulic Conductivity.” This method involves allowing a measured
volume of water to percolate through the soil until a steady rate of flow is achieved.
The steady state rate is used to calculate the Ksat of the soil horizon using the Glover
equation.
Due to the shallow nature of the SHWT across the site and the surface being the most
hydraulically-liminting horizon above the SHWT, the Ksat tests were performed
immediately below the surface. The Ksat rates were calculated to range from 0.09 to
0.51 inches per hour. See Table 1 below for a summary of the soil evaluation results.
TABLE 1
TEST
LOCATION
SHWT
(inches below
ground
surface)
OWT
(inches below
ground
surface)
Ksat
Testing Interval
(inches below
ground surface)
Ksat RATE
(inches per
hour)
SCM-01 25 inches 32 inches 2 to 8 inches 0.27 in/hr
SCM-02 18 inches 31 inches 2 to 8 inches 0.51 in/hr
SCM-03 28 inches 38 inches 2 to 8 inches 0.09 in/hr
SCM-04 9 inches 18 inches 2 to 8 inches 0.11 in/hr
SCM-05 9 inches 23 inches 2 to 8 inches 0.51 in/hr
Terrain Environmental Consulting Project 24-040-SS September 25, 2024
Lamb’s Path Way, Castle Hayne, NC
3
DISCUSSION
Soil morphology at locations SCM-01 through SCM-03 indicated the potential for
SHWT depths to range from 11 to 13 inches at these locations, whereas we estimated
SWHT depths to range from 18 to 28 inches. As mentioned above, drainage features
were observed on the site. Those included an approximately 3-foot deep ditch
approximatley 25 to 30 feet north of SCM-01 and SCM-02, a 1 to 2-foot deep swale
adjacent to SCM-02, and a 3 to 4-foot deep modified (deepened and straightened)
stream channel approximately 50 feet west of SCM-03. No ordinary high water marks
(OHWM) were observed in the ditch or swale, which indicates that water depths do not
typically rise above the bottoms of these features. Shallow water that appeared to
coincide with the OHWM was observed in the modified stream. Visual evidence of
drainage was observed in the form of uncoated sand grains in spodic horizons at
these locations, and distinct boundaries between the soil matrix and possible redox
features in sandy horizons overlying spodic horizons which suggests these are relict
redox features not indicative of current water table influence. Additionally, to assess
the likelihood for soils at/near these test location being affected by the drainage
features, we used Lateral Effect version 2.8.1 software developed and published by
Phillips, Skaggs and Chescheir at NC State University. Drainage modeling simulations
were run for 2 and 3-foot deep ditches in the Leon soil series. The simulation results
showed a lateral effect of 130 to 174 feet which would put each of these locations
within the zones of influence of the ditch and/or modified stream channel. Lastly, OWT
depths at SCM-01 through SCM-03 were much deeper than those observed at SCM-
04 and -05 (which were further away from any drainage features). The visual
observations, drainage simulations, and OWT depths are the basis for our SHWT
estimated depths at SCM-01 through -03.
CLOSING
We appreciate the opportunity to provide stormwater soil evaluation services. If you
have any questions, please do not hesitate to contact me.
Sincerely,
Paul Masten, LSS, PWS
President/Owner
Attachments
Figure 1 – Stormwater Soil Evaluations
Soil Profile Descriptions
Lateral Effect results
Stormwater Soil Evaluations
Lamb’s Path Way
Castle Hayne, NC
Project Number 24-040-SS
Figure 1
Site plan provided by Terracon
SOIL PROFILE DESCRIPTIONS
Lamb’s Path Way Site
Castle Hayne, NC
Location Horizon Depth
(inches)
Matrix Mottles Texture, Structure, Consistence
SCM-1 Fill 0-4 10YR 3/2 10YR 4/2 Very dark grayish brown fine sand,
single grain, loose; dark grayish
brown streaks
Ab 4-11 10YR 2/1 Black sandy loam, weak, fine sub-
angular blocky; buried roots and
organic debris present
AE 11-15 10YR 3/1 10YR 4/1 Very dark gray loamy sand,
granular, very friable; dark gray
streaks
E 15-25 10YR 4/1 10YR 5/1 Dark gray fine sand, single grain,
loose; gray streaks
Bh1 25-33 10YR 2/1 10YR 3/1 Black sandy loam, weak, medium
angular blocky, friable; dark gray
streaks
Bh2 33-37 10YR 3/2 10YR 3/1 Very dark grayish brown loamy
sand, weak, medium sub-angular
blocky, friable; very dark gray
organic accumulations
Seasonal High Water Table = 25 inches below the existing ground surface. Water table observed
at 32 inches below the ground surface.
SCM-2 A 0-4 10YR 3/1 Very dark gray sandy loam, weak,
medium angular blocky, friable
E 4-12 10YR 5/1 Gray fine sand, single grain, loose
Bh1 12-18 7.5YR 2.5/1 10YR 5/2 Black sandy loam, moderate,
medium sub-angular blocky, firm;
grayish brown sandy seams
Bh2 18-34 10YR 4/3 10YR 3/2
10YR 3/1
Brown sandy loam, moderate,
medium angular blocky, firm; very
dark gray to very dark grayish
brown organic accumulations
Bh3 34-40 10YR 3/2 Very dark grayish brown loamy
sand, weak, medium sub-angular
blocky, friable
Seasonal High Water Table = 18 inches below the existing ground surface. Water table observed
at 31 inches below the ground surface.
SOIL PROFILE DESCRIPTIONS
Lamb’s Path Way Site
Page 2
Location Horizon Depth
(inches)
Matrix Mottles Texture, Structure, Consistence
SCM-3 A 0-6 10YR 3/1 10YR 5/1 Very dark gray fine sand, single
grain, loose; gray streaks
AE 6-13 10YR 4/1 Dark gray loamy sand, weak,
medium sub-angular blocky, very
friable
E 13-28 10YR 5/1 10YR 6/1 Gray fine sand, single grain, loose;
gray streaks
Bh1 28-37 10YR 3/1 10YR 5/1
10YR 2/1
Very dark gray loamy sand,
moderate, coarse sub-angular
blocky, friable; gray streaks and
black organic accunulations
Bh2 37-45 10YR 2/1 Black sandy loam, moderate,
medium sub-angular blocky, firm
Seasonal High Water Table = 28 inches below the existing ground surface. Water table observed
at 38 inches below the ground surface.
SCM-4 A 0-4 10YR 3/1 Very dark gray loamy sand,
granular, very friable
E 4-9 10YR 4/1 10YR 5/1 Dark gray fine sand, single grain,
loose; gray streaks
Bh1 9-30 10YR 2/1 10YR 4/2 Black sandy loam, weak, medium
sub-angular blocky, friable; dark
grayish brown sandy seams
Seasonal High Water Table = 9 inches below the existing ground surface. Water table observed
at 18 inches below the ground surface.
SCM-5 A 0-6 10YR 3/1 Very dark gray loamy sand,
granular, very friable
E 6-9 10YR 5/2 Grayish brown fine sand, single
grain, loose; gray streaks
Bh 9-17 10YR 3/1 Very dark gray sandy loam,
moderate, medium angular blocky,
slightly sticky, non-plastic, firm
Bg 17-26 10YR 4/2 10YR 5/2 Dark grayish brown sandy loam,
moderate, medium sub-angular
blocky, friable; grayish brown
redox depletions
Seasonal High Water Table = 9 inches below the existing ground surface. Water table observed
at 23 inches below the ground surface.
********************************************************************************
----Lateral Effect Program Summary----
Application of Skaggs Method
Copyright 2006-2014. Brian D Phillips, R Wayne Skaggs, G M Chescheir
North Carolina State University Dept of Biological & Agricultural Engineering
Version: 2.8.1.0
Project Run Date and Time: 9/24/2024 2:35:21 PM
Output Filename: C:\LateralEffect\outputs\Lateral_Effect_Summary.txt
********************************************************************************
Project Information
------------------------------------------------------------------
Project : Lamb's Path Way
User: Paul Masten
Company / Agency: Terrain Environmental Consulting
Department:
Project Location: Castle Hayne
Project Coordinates:
Soil ID: Leon
Notes:
Site Parameters
------------------------------------------------------------------
State: North_Carolina
County / Parish: Pender
Surface Storage: 1_inch_(2.5_cm)
Ditch Depth or Depth to Water Surface: 2 ft
Depth to Restrictive Layer: 7.92 ft
Drainable Porosity: 0.04
Hydroperiod: 14 days
User defined T25 or Default T25: DEFAULT
T25 value: 8.2 days
User Conductivity or Soil Survey Conductivity: SOIL SURVEY
Weighted Hydraulic Conductivity: 4.8259 in/hr
Hydraulic Conductivity Data by Layer for Soil: LnA__Leon
Weighted Hydraulic Conductivity Calculated Using: Average K Values
Bottom Depth in Low K in/hr High K in/hr Average K in/hr
Layer 1 5.00 5.95 19.98 12.968478
Layer 2 17.00 5.95 19.98 12.968478
Layer 3 51.00 0.57 5.95 3.259836
Layer 4 59.00 1.98 19.98 10.98423
Layer 5 95.00 0.20 1.98 1.0913364
Layer 6 0.00 0.00 0.00 0.00
Layer 7 0.00 0.00 0.00 0.00
Layer 8 0.00 0.00 0.00 0.00
----------------------------------------------
Lateral Effect: 130.6 ft
----------------------------------------------
********************************************************************************
----Lateral Effect Program Summary----
Application of Skaggs Method
Copyright 2006-2014. Brian D Phillips, R Wayne Skaggs, G M Chescheir
North Carolina State University Dept of Biological & Agricultural Engineering
Version: 2.8.1.0
Project Run Date and Time: 9/24/2024 2:29:19 PM
Output Filename: C:\LateralEffect\outputs\Lateral_Effect_Summary.txt
********************************************************************************
Project Information
------------------------------------------------------------------
Project : Lamb's Path Way
User: Paul Masten
Company / Agency: Terrain Environmental Consulting
Department:
Project Location: Castle Hayne
Project Coordinates:
Soil ID: Leon
Notes:
Site Parameters
------------------------------------------------------------------
State: North_Carolina
County / Parish: Pender
Surface Storage: 1_inch_(2.5_cm)
Ditch Depth or Depth to Water Surface: 3 ft
Depth to Restrictive Layer: 7.92 ft
Drainable Porosity: 0.04
Hydroperiod: 14 days
User defined T25 or Default T25: DEFAULT
T25 value: 8.7 days
User Conductivity or Soil Survey Conductivity: SOIL SURVEY
Weighted Hydraulic Conductivity: 4.8259 in/hr
Hydraulic Conductivity Data by Layer for Soil: LnA__Leon
Weighted Hydraulic Conductivity Calculated Using: Average K Values
Bottom Depth in Low K in/hr High K in/hr Average K in/hr
Layer 1 5.00 5.95 19.98 12.968478
Layer 2 17.00 5.95 19.98 12.968478
Layer 3 51.00 0.57 5.95 3.259836
Layer 4 59.00 1.98 19.98 10.98423
Layer 5 95.00 0.20 1.98 1.0913364
Layer 6 0.00 0.00 0.00 0.00
Layer 7 0.00 0.00 0.00 0.00
Layer 8 0.00 0.00 0.00 0.00
----------------------------------------------
Lateral Effect: 173.6 ft
----------------------------------------------