20052016 Ver 1_DCM Permit_20191104

Strickland, Bev
From: Coats, Heather
Sent: Monday, November 4, 2019 12:32 PM
To: Mairs, Robb L
Subject: FW: Town of Surf City permit
Attachments: Surf City Post Florence Dune Restoration - Phase 2 Permit Modification.pdf; Permit
190-05.pdf
FYI
Heather Coats
Beach & Inlet Management Project Coordinator
Division of Coastal Management
North Carolina Department of Environmental Quality
910 796 7302 office
heather. coats(o-)ncdenr.aov
127 Cardinal Drive Extension
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Howell, Jonathan
Sent: Wednesday, October 30, 2019 2:41 PM
To: [e-mail]; [e-mail]; [e-mail]; Hair, Sarah E CIV CESAW CESAD
(US) <[e-mail]>; Dunn, Maria T. <[e-mail]>; Coats, Heather
<[e-mail]>
Subject: Town of Surf City permit
Attached is the CAMA major permit for the Town of Surf City, as well as the permit application and drawings. The hard
copy will follow in the mail to the applicant. If you have any questions, please contact Heather Coats with DCM. Thank
you.
Jonathan Howell
District Manager
Division of Coastal Management
Department of Environmental Quality
252 948 3851 office
Jonathan. Howe la-ncdenr.gov
943 Washington Square Mall
Washington, NC 27889
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Permit Class
MODIFICATION/MINOR
Permit Number
190-05
STATE OF NORTH CAROLINA
Department of Environmental Quality
and
Coastal Resources Commission
V e r m it
for
X Major Development in an Area of Environmental Concern
pursuant to NCGS 113A-118
X Excavation and/or filling pursuant to NCGS 113-229
Issued to Town of Surf City PO Box 2475 Surf City, NC 28445
Authorizing development in Pender/Onslow County at the dry -sand ocean beach, within the limits
of the Town of Surf City , as requested in the permittee's application dated 8/9/19, including attached
workplan drawings (12) as referenced in Condition No. 1 below.
This permit, issued on October 28, 2019 , is subject to compliance with the application (where
consistent with the permit), all applicable regulations, special conditions and notes set forth below. Any violation of these
terms may ne suoject to nnes, imprisonment or civu action; or may cause me penmr io oe nuu auu vum.
1) Unless specifically altered herein, all development shall be carried out in accordance with the
attached workplan drawings (12), Sheets 1-9 of 9, dated 8/29/19, Sheets 1-3 of 3, dated 8/6/19, MP-2
Form dated 8/9/19, and the revised narrative dated received DCM Wilmington 10/8/19.
2) In order to protect threatened and endangered species and to minimize adverse impacts to beach
resources, no dune construction or associated activities, including mobilization, demobilization,
remediation measures, or the use of any mechanized equipment shall occur on or waterward of the
frontal dune (on the beach) from May 1 through November 15 of any year without prior approval
from the N.C. Division of Coastal Management, in consultation with the U.S. Fish and Wildlife
Service and the N.C. Wildlife Resources Commission.
(See attached sheets for Additional Conditions)
This permit action may be appealed by the permittee or
other qualified persons within twenty (20) days of the issuing
date.
This permit must be accessible on -site to Department
personnel when the project is inspected for compliance.
Any maintenance work or project modification not covered
hereunder requires further Division approval.
All work must cease when the permit expires on
December 31, 2020
In issuing this permit, the State of North Carolina agrees
that your project is consistent with the North Carolina Coastal
Management Program.
Signed by the authority of the Secretary of DEQ and the Chair
of the Coastal Resources Commission.
Braxton C. Davis, Director
Division of Coastal Management
This permit and its conditions are hereby accepted.
Signature of Permittee

Town of Surf City Permit # 190-05
Page 2 of 3
ADDITIONAL CONDITIONS
3) Prior to the initiation of any dune rehabilitation activities, easements or similar legal instruments
allowing work to be carried out on individual property owners shall be obtained from all affected
property owners.
4) This permit authorizes emergency dune rehabilitation activities to be carried out one (1) time along the
entire reach of the requested project area. Any request to carry out additional activities within an area
where dune rehabilitation activities have been completed under this authorization shall require a
modification of this permit.
5) All dune rehabilitation work shall take place entirely within the areas indicated on the attached workplan
drawings and shall remain above mean high water.
NOTE: Any work below mean high water shall require further review and authorization from DCM, the
U.S. Army Corps of Engineers and the N.C. Division of Water Resources.
6) Only beach quality sand shall be used for dune rehabilitation purposes. Prior approval from the Division
of Coastal Management shall be required for any material that is to be brought in from off -site borrow
areas. The borrow area shall be inspected and approved by a representative of the Division of Coastal
Management prior to the commencement of any fill activities.
7) In accordance with commitments made by the permittee, all sand to be used for the project shall be
screened on -site at the borrow area to remove non -compatible material prior to transporting to the
placement area.
8) Should excavation operations encounter sand that is non -compatible with the conditions described
herein, the contractor shall immediately cease operation of sand placement and contact the Division of
Coastal Management. Operations shall resume after resolution of the issue of sand compatibility.
NOTE: Required resolution measures may include immediate removal of material and/or long-term
remediation activities.
9) Prior to sand placement, all derelict material, large amounts of rock, or other debris must be removed
from the beach to the maximum extent possible.
10) Disturbance of existing dunes shall be kept to a minimum. Any alteration of existing dunes shall be
coordinated with the Division of Coastal Management as well as the perdient property owner. All
disturbed areas shall be restored and revegetated immediately following project completion in that
specific area.
11) Land -based equipment necessary for dune rehabilitation work shall be brought to the site through
existing accesses. Should the work result in any damage to existing accesses, the accesses shall be
restored to pre -project conditions immediately upon project completion in that specific area.

Town of Surf City Permit # 190-05
Page 3 of 3
ADDITIONAL CONDITIONS
12) During construction, trash and food items shall be disposed of properly either in predator -proof
receptacles, or in receptacles that are emptied each night to minimize the potential for attracting
predators of piping plovers and red knots.
General
13) No deep ruts shall be left on the beach upon completion of the project.
14) The permittee shall make every effort possible to minimize any negative impacts of trucks and
construction equipment on roadway and pedestrian traffic. The permittee should also ensure that the
ability of individuals to access and enjoy the beach is not impeded outside of the construction limits.
15) All conditions and stipulations of the active permit remain in force under this Minor Modification unless
specifically altered herein.
16) This Minor Modification shall be attached to the original of Permit No. 190-05, which was issued on
12/5/05, as well as all subsequent modifications, refinements and renewals, and copies of all documents
shall be readily available on site when Division personnel inspect the project for compliance.
17) The permittee and/or his or her contractor shall meet with a representative of the Division and
appropriate resource agencies prior to project initiation.
NOTE: This permit does not eliminate the need to obtain any additional state, federal or local permits,
approvals or authorizations that may be required.
NOTE: The N.C. Division of Water Resources had previously assigned the proposed project DWR
Project No. 052016.
NOTE: The U.S. Army Corps of Engineers had previously assigned the proposed project COE Action Id.
No. SAW-2006-00158.
NOTE: A minor modification application processing fee of $100 was received by DCM for this project.

Surf City
Dune Restoration Phase 2
Prepared For:
The Town of Surf City, NC
August 2019
Prepared By:
TI -, oastal
SEF2VICE—"3, ING_
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC, 28405
910-821-1358
www.ticoastal.com

CAMA Permit Application
Agent Authorization

AGENT AUTHORIZATION FOR CAMA PERMIT APPLICATION
Name of Property Owner Requesting Permit: _ 1 oNJn 65�,
Mailing Address: 1, 0, 6JX �i +;-
SJ(� , jnj(—
Phone Number: � l o- t ] 131
Email Address: c 1 L)5�- 4-, @4,,v, vy, s,(
I certify that I have authorized SG rv+. c Qr-I ,
Agent J Contractor
to act on my behalf, for the purpose of applying for and obtaining all CAMA permits
necessary for the following proposed development:
at my property located at p,S ,L �C-0-t s i„ 4L ;h
in Pe„ v" `' 0-51,jvJ County.
! furthermore certify that 1 am authorized to grant, and do in fact grant permission to
Division of Coastal Management staff, the local Permit Officer and their agents to enter
on the aforementioned lands in connection with evaluating information related to this
permit application.
Property Owner Information:
I" * '
SignattVe
h� o
Pr' t or Type Name
Title
t_ Zta f
Date
This certification is valid through tz 1 31 / - -0l1

CAMA Permit Application
f► M

Form DCM MP-2
EXCAVATION and FILL
(Except for bridges and culverts)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
Describe below the purpose of proposed excavation and/or fill activities. All values should be given in feet.
Access
Other
Channel
Canal
Boat Basin
Boat Ramp
Rock Groin
Rock
(excluding
(NLW or
Breakwater
shoreline
NWL)
stabilization)
Length
32,200'
Width
90,
Avg. Existing
7.7,
NA
NA
Depth
Final Project
11.2'
NA
NA
Depth
1.
EXCAVATION
®This section not applicable
a.
Amount of material to be excavated from below NHW or NWL in
b. Type of material to be excavated.
cubic yards.
c.
(i) Does the area to be excavated include coastal wetlands/marsh
d. High -ground excavation in cubic yards.
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ❑None
(ii) Describe the purpose of the excavation in these areas:
2.
DISPOSAL OF EXCAVATED MATERIAL
El This section not applicable
a.
Location of disposal area.
b. Dimensions of disposal area.
Oceanfront dune system in Surf City
Approximately 90' wide by 32,200' long
c.
(i) Do you claim title to disposal area?
d. (i) Will a disposal area be available for future maintenance?
®Yes ❑No ❑NA
®Yes ❑No ❑NA
(ii) If no, attach a letter granting permission from the owner.
(ii) If yes, where?
The primary dune system on the beach
(i) Does the disposal area include any coastal wetlands/marsh
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ®None
(ii) Describe the purpose of disposal in these areas:
Dune restoration after Hurricane Florence
f. (i) Does the disposal include any area in the water?
❑Yes ®No ❑NA
(ii) If yes, how much water area is affected?
252-808-2808 :: 1-888-4RCOAST :: www.nccoastaimana-gement.net revised:12/26/06

Fortes 0 F2 (Excavation and Fill, Page 2 of 2)
3. SHORELINE STABILIZATION ®This section not applicable
(If development is a wood groin, use MP-4 — Structures)
a. Type of shoreline stabilization: b. Length:
[]Bulkhead ❑Riprap ❑BreakwaterlSill ❑Other: Width:
C. Average distance waterward of NHW or NWL: d. Maximum distance waterward of NHW or NWL:
e. Type of stabilization material:
g. Number of square feet of fill to be placed below water level
Bulkhead backfill Riprap
Breakwater/Sill Other
i. Source of fill material.
f, (') Has there been shoreline erosion during preceding 12
months?
❑Yes ❑No ❑NA
(ii) If yes, state amount of erosion and source of erosion amount
information.
h. Type of fill material.
4. OTHER FILL ACTIVITIES El This section not applicable
(Excluding Shoreline Stabilization)
a. (i) Will fill material be brought to the site? ► [Yes LJNo LJNA b.
If yes,
(ii) Amount of material to be placed in the water 0 CY
(iii) Dimensions offll area 90ft by 32,200ft
(iv) Purpose of fill
Place approximately 200,000 CY of sand to restore the
primary dunes in Surf City after Hurricane Florence
(i) Will fill material be placed in coastal wetlands/marsh (GW),
submerged aquatic vegetation (SAV), shell bottom (SB), or
other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ®None
(ii) Describe the purpose of the fill in these areas:
5. GENERAL
a. How will excavated or fill material be kept on site and erosion b. What type of construction equipment will be used (e.g., dragline,
controlled? backhoe, or hydraulic dredge)?
Offroad dump truck place sand within dune template and off road dump trucks, excavators, bull dozers, dune grass planting
bulldozers grade it to final template design tractor, water truck
G. (i) Will navigational aids be required as a result of the project?
❑Yes ®No ❑NA
(ii) If yes, explain what type and how they will be implemented.
August 9, 2019
Date
2019-2020 Post Florence Dune Restoration Phase 2
Project Name
d. (i) Will wetlands be crossed in transporting equipment to project
site? ❑Yes ®No ❑NA
(4) If yes, explain steps that will be taken to avoid or minimize
environmental impacts.
Jamie Pratt
Applicant Name
Appl' n Sign ure
252-808-2808 :: 1-888-4RCOAST :: www.nccoastainianagerne:at.s�c-t revised. 1226;06

CAMA Permit Application
Project Narrative

Town of Surf City
Hurricane Florence Dune Restoration — Phase 2
Project Narrative
Location
The proposed dune restoration project is located in the middle of Topsail Island within the Town limits
of the Town of Surf City. Topsail Island is a barrier island located in southeast North Carolina along the
beaches of Onslow Bay. The Town of Surf City is bordered by North Topsail to the north, Banks Channel
to the west and Topsail Beach to the south. The island is accessible to the public by highways 50 and 210
with Highway 50 being the only main road to the Town of Surf City. The approximate geographic
coordinates of Surf City are Latitude 340 25'40" and longitude 770 33' 24". The Town consists of mixed
use zoning, consisting primarily of residential single family homes, a small downtown business district,
and several moderately sized hotels and condominiums. The oceanfront beach is flanked by a vegetated
dune system consisting of typical beach vegetation including American Beach Grass (Ammophila
breviligulata) and Sea Oats (Uniola paniculato).
Background
The Town of Surf City, N.C. was incorporated in 1949 and is situated along a +/- 6 mile stretch of central
Topsail Island. During the 1990s, Surf City endured 5 direct hit hits by Category 1 or stronger Hurricanes
and recently sustained widespread impacts from Hurricane Florence in September 2018. This put much
of Surf City's oceanfront in a critical or imminently threatened status. Losses of the beach berm prior to
Florence left over 13% of the developed properties imminently threatened and a total of 58%
endangered and not conforming to state setback regulations for building or re -building. These numbers
are even more dire now after a direct landfalling hurricane last season. It is estimated that over 70% of
structures were eminently threatened immediately post Hurricane Florence. Even with annual beach
bulldozing operations, the shoreline continues to migrate landward as there is no natural influx of sand
to rebuild the beach. This lack of sediment introduction along the Town's beachfront is due to its central
location on the island 14 miles south and 5 miles north of the inlets at either end of the island. The only
major source of sediment influx to the beachfront is the shoreward migration of sediment from nearby
hard -bottoms. These very thin, low in volume, nearshore veneer deposits are insufficient to naturally
provide the quantity of sediment necessary to keep the shoreline in a non -erosive equilibrium. The
landward migration of the shoreline and the absence of new sediment along the beachfront make this
region one of the most sediment starved areas on the East Coast of the United States. Additionally, the
passing of tropical cyclones and nor'easters make the Town vulnerable to significant beach erosion and
property damages at any given time, which brings concern to an already sediment starved environment.
The existing conditions for the Town of Surf City require beach nourishment efforts to preserve this
pristine coastline. In the months following Hurricane Florence, the Town of Surf City applied for an
emergency dune restoration permit to restore the primary dune system that was lost during the
Hurricane. Due to the timing of the project and environmental moratoriums, only the most critical areas

were identified for construction under this permit (GP-72219). Construction of the critically threatened
dune areas began in March 2019 and was halted on April 30 2019 due to environmental moratoriums.
During this time frame, approximately 85,000 cubic yards of sand was placed —thus completing
approximately 57% of the critically threatened areas and 24% of the entire shoreline of Surf City.
The Town is currently working on a permit application to conduct its first beach nourishment project
utilizing beach quality sand found within the back channels of Topsail Island. Additionally, a Federal
Coastal Storm Damage Reduction Project (CSDR) has been approved by Congress, but remains
unappropriated. The purpose of the truck haul project is to restore a minimal level of protection to the
oceanfront properties and the Town's infrastructure. With an unknown time frame for the permitting
process of the private project and if appropriations will become available for the Federal project, an
urgent need exists to reinforce the dune system and restore it to its pre -storm integrity.
Previous work has been done to the Surf City dune system under NCDEQ CAMA Permit #190-05 which
allows for beach scraping along the entire shoreline length to repair dune scarping caused by major
coastal storms. The original permit in 2005 was in response to erosion from Hurricane Ophelia and
allowed for sand to be trucked in, as necessary, to repair the dunes to their original pre storm
dimensions. Sand for this project was obtained from Riverside Sand Company. A minor modification to
the permit was applied for again in 2008 in response to an unnamed storm event that impacted the
community on September 24-25, 2008. The modification was permitted and again allowed for sand to
be hauled in from the Riverside Sand Company to repair dune scarping. Permit 190-05 has been
renewed since its inception and is currently an active permit until December 31, 2020. All work under
this permit has been completed under USACE Action ID #200600158 and GP # 198000291.
Project Purpose
As stated above, the purpose of the project is to increase the level of storm protection for both
oceanfront homeowners as well as Surf City's infrastructure. Hurricane Florence severely impacted
southeastern North Carolina and battered area beaches. Multiple dune breaches occurred within Surf
City town limits and normal high tide cycles were infiltrating underneath houses and infringing on road
and sewer systems. Emergency dune restoration was initiated in the Spring of 2019 but only began to
address critically threatened portions of the beach. This work was completed under an emergency
General Permit issued immediately following the Hurricane in September 2018. This project will
complete the dune restoration for the entire length of Surf City and rebuild the primary dune system to
its pre storm dimensions. A continuous dune system is critical to combat the elevated sea and tide
conditions during coastal storms and prevent dune breaches which flood inland areas and allow
destructive wave forces to directly impact structures. While the Town waits to construct its first
nourishment project (either privately or through the Federal CSDR project), maintaining its dune system
is a top priority to provide a minimal level of protection from storm events.
Project Description
Dune restoration within the municipal limits of Surf City would be identical to that which occurred over
during the Spring 2019 project. Beach quality sand from the ST Wooten sand mine on state highway 421

in Wilmington, NC would be brought to the project site via dump truck and stockpiled at the
construction accesses at Kinston Avenue, Wilmington Avenue, and Broadway Street. At these accesses
excavators would load off road dump trucks with the sand. The off road trucks will transport the sand to
the active dune construction area and place it within the designed template footprint. Once sufficient
sand is deposited in the area, bulldozers will begin grading the material to the final design of the dune.
The dune design for this project consists of an approximately 25 foot wide dune crest at elevation 14.0'
NAVD88. Three main design criteria were utilized to establish the proposed dune template:
1) Where possible, ensure the dune crest in the template ties into grade at each profile. This
pushes the proposed dune as landward as possible so there is not a valley between the
existing dune and the new construction. In portions of the beach where the existing dune
does not achieve an elevation of 14' NAVD, a 3H:1V back slope will constructed to tie the
new dune into existing grade.
2) The seaward slope of the dune toe not extend seaward of the historic dune footprint. The
dune crest width is variable and correlates to the seaward extent of the historic dunes with
a 3H:1V front slope. Using pre -Florence survey data, the seaward extent of the previous
dune was established and the tie in point of the proposed front slope occupies this same
position. The total dune crest width is dependent upon where this tie in spot is and is
therefore variable along the beach.
3) A minimum dune crest width of 15' is necessary to allow a bulldozer to be able to grade the
crest. If the dune slope tie in (as described above) created a crest of less than 15 feet, the
entire slope was pushed seaward until the minimum crest of 15' could be achieved.
In summary, the dune will be constructed as far landward as possible and the seaward footprint will not
extend past the historical range of the pre -Florence dune profile. The front and back slopes on the dune
will be 3H:1V with a dune crest elevation of 14' NAVD88. The dune crest width is variable and tied to the
distance between the remaining post Florence dune and the historic footprint of the dune system
before the hurricane. Total fill area and cross sections of the proposed dune templates can be found in
the project plans included with this application.
A portion of the dune construction, concentrated at the northern end of Surf City, was completed during
the Spring of 2019. Because the majority of the dune system in this area was completely destroyed
during Hurricane Florence, the design template was slightly different with a 15 foot wide dune crest at
elevation 12.0' NAVD88 and front and back slopes of 3H:1V from the crest to existing grade on the
beach. The transition between dune template shapes occurs near Station 240+00 or near Pelican Watch
in Surf City. This area was completed during the Spring 2019 project and any additional impacts are
limited to repair dune scarping since the spring work was completed.
The source for this project's sand is the ST Wooten Sand Mine on highway 421 in Wilmington, NC. This
mine was used for the Spring 2019 project and produced high quality beach sand with limited amounts
of pebbles. Because the pebbles became a source of contention during the project, all sand to be used
for this proposed Phase 2 of the dune restoration will be pumped through a screening basket as it is
harvested from the dredge area at ST Wooten. These screening baskets are frequently used on
northeastern beachfill project to screen for munitions that were dumped offshore following World Wars
1 and 2. The Munitions and Explosives of Concern (MEC) baskets are typically steel grate baskets that

the dredge discharge is pumped through. Any undesirable material that is greater in size that the
screening is retained within the basket while the sand passes through. All sand to be used for the
upcoming dune restoration will be screened by a 3/4" MEC basket as it is dredged from the ST Wooten
harvest area and stockpiled for the project, thereby removing any unsuitable pebbles or rocks that exists
in the native material.
Dune Planting
Following the completion of the project, a contractor will be hired to plant vegetation in the dunes in
order to provide stabilization and encourage further dune growth. All dune planting associated with this
permit application will be completed by the normal April 30 environmental moratorium. A small tractor
will be used to bore holes and place the plants, and a water truck will be used to water the planted
dunes. Dune plantings will occur along the entire 32,500 linear feet of oceanfront dune system of Surf
City within the spatial parameters of this proposed dune template. The total potential square footage of
plantings is approximately 2,181,946 square feet or 50 acres. Dune plantings following beach and dune
construction will most likely consist of Sea Oats (Uniola paniculata), transplanted from a greenhouse,
and planted as sprigs in late spring/early summer just before they come out of dormancy. The timing of
the initial planting is critical to ensure the Sea Oats have a chance to survive and thrive. Final planting
times and duration depend upon the completion of the dune construction and contractor availability,
however due to environmental moratoriums, dune plantings under this minor modification will be
completed by April 30. Sea Oats will be planted from elevation 8.0' NAVD to the landward extent of the
dune crest on 2 foot centers. Adjacent planting rows will be staggered to form an offset planting pattern
along the entire stretch of constructed dunes.

Geotechnical Information
TI Coastal was contracted by the Town of Surf City to modify CAMA permit 190-05 to truck in sand from
an upland sand mine in order to complete an upcoming truck haul dune restoration project. Permitting
work for a truck haul project at North Topsail Beach was completed in 2017 and the geotechnical
information submitted for this project follows. Due to its location and quality of sand, the ST Wooten
sand mine located at 226 Sutton Lake Road, Wilmington, NC has been identified as the borrow area for
the Surf City Phase 2 dune restoration project as well. The previous study and permitting effort
determined the material in the mine was beach compatible in accordance to the North Carolina
Department of Environmental Equality (NCDEQ) Sediment Criteria. Through collaboration with ST
Wooten, TI Coastal was granted access to historical geotechnical work completed by S&ME, who
specialize in core collection and geotechnical analysis. Sediment analysis of the mine began
development by S&ME, under contract with S.T. Wooten, in 2005 and was able to provide the original
core logs, grain size distribution curves, granularmetric tables, and maps showing the location of borings
(Appendix B). TI Coastal Services was provided all of the geotechnical work conducted by S&ME from
S.T. Wooten for additional analysis.
The study area includes 12 borings from 2005, 2 borings from 2007, and 4 borings from 2011/2012
(Figure 1). The borings included in this analysis are all located within the currently active mining area.
Review of the core logs reveal that the sediment is very uniform, consisting of tan, fine to medium sand

with a thin layer of topsail capping most cores. The material becomes increasingly grey and clayey
around -25' NAVD88, which is below the currently designed dredge depth. Due to ongoing mining
operations, some of the material represented by the original core samples has been excavated and is no
longer present on site and has removed the sparse clay layers that were originally found in some cores.
Despite use since the original permitting in 2017, the topographic survey completed in September 2017
is included in this application to provide a cohesive correlation between on -site elevations to which
were reassigned to their respective borings as the new top of hole elevation for the previous analysis.
The designed dredge depth for the project is -20 feet; therefore, material that fell between the current
top of hole elevation and the designed dredge depth of -20 feet was accounted for in determining the
total volume and anything that was deeper than -20 feet was not accounted for in the total volume.
Lastly, two grab samples were taken from a stock pile at the study site in September of 2017 and were
analyzed at TI Coastal's geotechnical lab. The grain size statistics resemble the material previously
documented by S&ME during their geotechnical surveys from 2005 to 2012 and represents the dredge
material anticipated to be produced from the sand pit in the future.
The geotechnical data (i.e. core logs, granularmetric tables, etc.) from the 18 borings collected by S&ME
was used for statistical analysis of the borrow area and calculating the weighted average parameters of
the borrow area sediment currently within the dredge template. Critical statistics generated from this
dataset was then compared with the native sand found on Surf City's beach (Table 1) to ensure borrow
area compatibility. This analysis was completed by constructing a 'Spider Map', which creates a polygon
where one boring represents the sediment within that polygon (Figure 2). The polygons were delineated
by the midpoint of the straight line distance between two adjacent cores. Volume analysis was
performed within the borrow footprint for each core compartment to determine the amount of
sediment each individual core represented. Once the total volume of sediment for the individual core
was calculated, a weighted average of the sieve analysis was created, multiplying the total volume by
the percent of sediment retained on each sieve. Compiling these numbers, an overall composite sample
was created for the entire sand mine.
Upon completion of the 'Spider Map' the statistics and volumes calculated for each of the cores were
entered into gINT, a geotechnical software that generates data reports based upon user defined
sediment statistics. GINT utilized the weight retained on each sieve to determine the critical statistics:
mean grain size, median grain size, standard deviations, skewness, kurtosis, sorting, percent fines, and
USCS classification. The total breakdown of the sand mine, includes 18 polygons and based on the
cumulative grain size statistics calculate in gINT the total sand mine yields a volume of 2,466,100 cubic
yards of beach compatible sand (Table 2).
In order to maintain the integrity and quality of the current beach, the North Carolina Coastal Resources
Commission (CRC) has established standards to prevent large amounts of coarse material (cobbles, large
shells and shell hash) as well as excessive fine grained material (silt and clay) from being placed on the
beach. Silt and clay (sediment size <_0.063 mm), gravel (material with a diameter >_4.76 mm), and
granular sediment (2.0 mm to 4.76 mm) are limited to 5% over the percentage found on the native

beach (Table 1). The calcium carbonate (shell) fraction of the borrow material is limited to no more than
15% over what naturally is found in the fill area.
Previous work and permitting by TI Coastal for a private beach nourishment project (Surf City Beach
Nourishment Permit Application, May 2019) have identified the native beach characteristics for the
proposed nourishment area to have a mean grain size of 0.25 mm, 0.0% silt, 0.3% gravel, 0.5% granular
and 6.6% calcium carbonate. Based on current criteria established by the North Carolina CRC, dredged
material being placed on the beach must consist of sediment encompassed within 5.0% of the native
material — in this case no more than 5.0% silt, 5.3% gravel, 5.5% granular and 21.6% calcium carbonate.
The geotechnical analysis of the grab samples from ST Wooten proves that their quality of sand is a good
match for the native material on Surf City and well within the limits established by the CRC (Table 1).
There was no calcium carbonate sampling initiated to the samples because the material in the grab
sample did not contain any shell fragments. With over 2.5 million cubic yards of sand within the
designed dredge template, and utilizing the MEC baskets to remove ANY pebbles that are within the
sand mine, the proposed truck haul project can easily be completed with this high quality borrow area.
Full copies of the ST Wooten historical geotechnical information, TI Coastal grab samples from the ST
Wooten sand mine, Surf City Native grain size statistics, and associated geotechnical work can be found
in the Appendices.

Table 1. ST Wooten sand mine sand compared to Surf City's native sand statistics. Average grain size for
each area broken up into percentage of fines, sand, granular, and gravel. No visual shell or shell hash
was seen in any samples, therefore calcium carbonate testing was not conducted for this report.
Fine %
Sand %
Granular %
Gravel %
LOCATION
Mean
(<0.0625
(0.0625-2.00
(2.00-4.76
(4.76-76.00
Carbonate
(mm)
%
mm)
mm)
mm)
mm)
ST Wooten
0.38
1.8
97.9
0.4
0
N/A
Mine
Surf City
0.25
0.0
99.0
0.5
0.3
6.6
Native
CRC
N/A
5.0
N/A
5.5
5.3
21.6
Threshold
LOCATION
Volume
(CY)
Mean
(mm)
Mean
(phi)
Median
(mm)
Median
(phi)
PHI
Sorting
%
Silt
%
Shell
ST
Wooten
2.5
0.38
1.40
0.38
1.41
0.86
1.6
N/A
MCY
Mine
Surf City
N/A
0.25
2.01
0.22
2.16
0.74
0.0
6.6
Native

CAMA Permit Application
Project Plan View and Cross Section Drawings

TOWN OF SURF CITY
Post Hurricane Florence
Dune Restoration - Phase 2
OPSAIL BEACH
PROJECT AREA.-,
TI oastal
TI Coastal Services, Inc.
387-B N. Green Meadows Drive
Wilmington, NC 28405
910.821.1358
SURF CITY
ATLANTIC OCEAN
TOWN OF SURF CITY
PENDER & ONLSOW COUNTY
NORTH CAROLINA
WINTER 2019/2020
NORTH
TOPSAIL BEACH
11x17=Half Scale

D
Surf City, North Carolina
Monitoring Survey Profiles Monitoring Survey Profiles
T728i T72� T730 T7"7 T� 'o?, T70 '06', '06 T70j T�"'6i '09i T�QO T"R7, T/��, T V,?, 'V7 T7VO, T7V6, TEA, T75r
6i
Topsail Beach,
\ /Sheet 4 - Bottom Sheet 5 - Top Sheet 5 - Bottom
Atlantic Ocean
X
Monitoring Survey Profiles
j7 Tj Tj T7 Tj T7 T7 Tj T7
SS S6 S) 0& S9
Sheet 6 - Top Sheet 6 - Bottom
North
-,,Topsail Beach
X
Vertical Datum Notes:
ConversionPost Florence Phase 2 Dune Restoration 1. Horizontal Datum: NC State Plane -Zone 3200, NAD83, Feet
Mean
Hl Mean gn Water 2. Vertical Datum: NAVD88
�� _� oast I + 20SURF CITY 3. Data collected by TI Coastal a July d ten reflect conditions at those times.
3.14' NAVD 1988 4. Soundings are expressed in feet and tenths.
PENDER & ONSLOW COUNTIES, NORTH CAROLINA S. Aerial photography performed by Terralina Mapping Consultants, Inc. on June 17,
J 2 54 2019 and represent conditions at that time.
--_ Nese uow Water PRIMARY DUNE RESTORATION 6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
TI Coastal Services, Inc. 387-B N. Green Meadows Drive Graphic Scale DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoration.dwg
Wilmington,91.1358 05 0' ]50' 1500 3000' CONTROL & SHEET LAYOUT
DWG DATE: August 29, 2019 SURVEY DATE: Spring 2019
910.821.1358 11 x17=Half Scale Scale: 1" = 1,500'
Christian L. Gibson, P.E. No. 026273 SCALE: 1" = 1,500' SHEET: 2 OF 9

D
a,
Kinston Avenue
Construction Access Point
IPROJECT, ARE)
Truck Haul Route:
Trucks will leave the ST Wooten Sand Mine via Sutton Lake Road and turn right
onto US-421 South. At the intersection with 1-140, turn left onto 1-140 East.
Trucks will continue on 1-140, which turns into US-17 North until the
intersection of NC-210. Trucks turn right on NC-210 and then right on Roland
Avenue. Roland Avenue continues over the Surf City bridge and brings trucks
to the project area. Three construction access points are available within Surf
City at Kinston Avenue, Wilmington Avenue, and Broadway Street.
Wilmington Avenue Broadway Street
Construction Access Point Construction Access Point
Vertical Datum Notes:
Conversion Post Florence Phase 2 Dune Restoration 1. Horizontal Datum: NC State Plane - Zone 3200, NAD83, Feet
_ ,sir Mean Hlgh Water 2. Vertical Datum: NAVD88
�� loastaI N SURF CITY 3. Data collected by TI Coastal a July d ten reflect conditions at those times.
3.14' NAVD 1988 4. Soundings are expressed in feet and tenths.
PENDER & ONSLOW COUNTIES, NORTH CAROLINA 5. Aerial photography performed by Terralina Mapping Consultants, Inc. on June 17,
J 2 54 2019 and represent conditions at that time.
--_ Meaa Low water PRIMARY DUNE RESTORATION 6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
TI Coastal Services, Inc. Graphic Scale DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoration.d-9
387-B N. Green Meadows Drive
Wilmington, INC28405 0' ]50' 1 500 3000'
9 Truck Haul Route - T Wooten and Mine to u City DWG DATE: August 29, 2019 SURVEY DATE: Spring2019
910.821.1358 11x17=Half Scale Sale:,••=,,SDO•
Christian L. Gibson, P.E. No. 026273 SCALE: 1" = 1,500' SHEET: 3 OF 9

31 Back`Slope' `El VilleElev li
de ation 1'
if
TI-26 3
ill+i
�D R' - Sp' _ _ ./X _ 4' ;rz 1Bac 5
14'NGrade6N,9Dw3:1 FSlope0
_rade 4 Elev14toE
6 3
+3[334 453
0 3b
+41 .37 a 64
_ __ 35
- -
49 7,9
r_ -. - .6 .. I 5.0 4,6 65
88
-, 3.9 4.1 ' 199 10914
- 1.1 42 5.9
1,5 10 5
�4 - - - 40 7�8 118 I0,7
o Mean High Water 2 I 3.q 52 o4 1L9 10.7
23 3,9 65 10.9 11.5 10,7
0,3 27 g,3 11.2 LL2 10,6
1.9 I 2.4 50 --• 93 I2,6 - 11.1 .1
Cno 3.o Dune Taper into 6,0 9'4 13.0 110 l04
ExistingGrade 4o 7,5 10.0 130 109 10.4
3,4 4.4 87 10.5 12.4 ..�. 111 to -
3 � 5,7 9,8 L0,8 "1 10, 10,4
69 10,4 11.0 10.8 10,4
4,7 6 7 10.8 11.0 10 8 10,8 10,4
57 10 109 108 10,8 L0.9 105
].4 ILO 10.5 10,5 10.8 105
1,5 ll 10,9 10.4 10,4 10,7 10,8
9,9 Irl 117 10.3 105 108 112
10,4 ll.l 10.6 10.2 10S
10,7 110 10.4 10.2 107 11.04 12
l09 10,4 108 1L7 130
0 10 3
Il.l 10,9 10.2 102 10,9 12 13.0
4 2.9
113 p 11.0 1/2 I' 1 7 o 118 O 13. -
11.5 O� 10.9 10.1 O� __ _ 117 p� 125 tit QO 114,
11.3 10.6 10.3 - 1L6 13A 50 lob 15.7 2
,4 12.1 13.7 158 175
4 # i
:r
w
'• � '9 :__' !' .� ! ._tom
-/ 1 S` N
w f �
{ 3.1 Back Slope 25' 1Nide Dune Crest+N
a s '
on 14' NA e L et' OD
00
rn r O y N
Elevation 14 NAVD to Grade - ` t71
O O 61 - 00 G S. Shore Dr. 00 +e. � ,, r C � }� •!.-r ;� � .p ' .1 82 � p Ifion'��l' o -
- j v • � " +9 S. _Shore Q�.
Shore Dr. + -_. - - - -
� I 3
163
+4.6 I h Water *38 j
___ ----�- +-o_. ! + �..3:1Front lope
i,
61 +37
15
33 _ -T' Mean High } 1'4 --' 2.5. EI atio o
Grade
_- -� 3.1 Front Slope 27 , � -- � i ev
9
- =2 ._ Elevation 14'to Grad n 4'
3,0
05 3S 3.5 y 3,G
32
i5
t - 3.7
3:1 Fro t Slope32� 3e 6
/ 6 3
Elevatio 14'to Grade 27 39
3.3 5,0 4.9 A
3.2 4 5,9 7b
5
4.3 52 63 8 ... �. �_ .. 9.3 16 N2
6Qw,.4 6.2 7.9 115 11.2 10.26
7,9 80 88 10.3 11.6 1,17
9,9 9 8 10,6 11,6
0�0 86 9,4 11.2 10.6 -- - - 118
L13 E0 119 11.0 10,9
0b
10.1 11.5 lL2 10.6 10,8
11 IL3 11.4 10,3 105 10.3
10,7 11,1 11.3 10,1 103 t R 100
10.7 L0�9 11.0 9.9 10,0 9.5
9.3
1a,6 10,5 IDS"1 9,6 98 9.3
10.4 10,3 10., 96 9.4 9.4
10 4 L03 101 9,4 9.4 94
10.4 t01 9,8 \�// 92 9,5 9.7
1/0 N /� 9,4 96 98
03
10.4 9,6 99 / \ 9.8 99 10.7
10 4 10.1 10.1
I0 10.1 102 LOS 10,9
1.3
16
105 10. 10.7 103 I1.0 15 12:
10 8 11,0 11.2 11,7 12.1 12.7
1L2 113 12.0 134 12,8 L3.7
117 12 0 12 9 138 133 14.1
127 124 13,4 13,8 14,1 5.1
133 13.1 148 14.2 152 t5.t
3 14,0 14.7 15,1 162 15.7
14,7 152 16,1 17,0 16,7
15.4 16.2 16 9 1800
.0 l7 6
16,0 172 17.9 191 18.6
0 15,7
94
o l67 �� - - 18.0 000 �'2 18.9 000 198 t ry2. o00 203. 20.2
17,5 - 18,9 19.7 1 20,6
18,4 19.7 215 211
Vertical Datum Notes:
Conversion Post Florence Phase 2 Dune Restoration 1. Horizontal Datum: NC State Plane - Zone 3200, NAD83, Feet
Mean High Water 2. Vertical Datum: NAVD88
�� I t•20' SURF CITY 3. Data collected by TI Coastal a July d ten reflect conditions at those times.
3.14' NAVD 1988 4. Soundings are expressed in feet and tenths.
PENDER & ONSLOW COUNTIES, NORTH CAROLINA S. Aerial photography performed by Terralina Mapping Consultants, Inc. on June 17,
Jloasta='54 2019 and represent conditions at that time.
--_ Mean Low water PRIMARY DUNE RESTORATION 6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
TI Coastal Services, Inc. Graphic Scale DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoration.dwg
387-B N. Green Meadows Drive
Wilmington,90.8NC28405 g' 70e' =gg ai Project Layout and Design DWG DATE: August 29, 2019 SURVEY DATE: Spring 2019
10.821.1358 11x17=Half Scale Seale: l"=200'
Christian L. Gibson, P.E. No. 026273 SCALE: 1" = 200' SHEET: 4 OF 9

v,
s
�91 a
N
F�
300
�
0 00
a
n N
-
a 25' Wide b-
1 Back Slope O
- Elevation 1-,
AVID to Grade O
S. Shore Dr.
ya Ilan
3:1 ac p
4'N t G d c
m W
m *, -toO
r + - n re-
Shore Dr. O
? �Q O Elevation 14' NAVD +79
+6 S. ! rT'R 63' O
. _ t
O O e
9 -
3.z '-V Front lope
s Elevation 4'to Grade
2,9
3.2
4.6
5,1
6.3
7.6
86
9.6
102
10.7
10.H
10.9
IM
103
100
9,8
9.5
9,3
9.4
9.4
9,7
9,8
10,3
10,7
11,3
11.6
12.0
12.7
137
14.1
15,1
15.7
6.7
17,6
18L
19.4
20.3
211
+4.1
--- -- -- - 4e
c1 Mean Hi
2,7
3,2
3,6
3.7
4.3
5.5
7.1
9,9
IN
1, 8
113
113
11.1
E2
1008
0,1
1,
9
9.5
94
9.5
9.99.9 101
10.5 V1.
12.5
13.2
140
14,8
59
16.8
17,7
18.6
195
20A
20.4
4.0
spo
14
? 3:1 Front '7 Q
a3 Elevation 14'to Gra�e 36
3.1
41
F
3,7
5,0
5.8 5,7
7.5 7.2
8.8 8.9
9,7 9.5
10.3 10,1
105 I''
10.4 IH
01 10.4
9.9 9.9
9,8 9.6
9,6 9,5
9.4 9,3
9.3 9,2
9.2 9.0
9.3 9,0
9,6 9,4
9,9 9,5
10,1 99
10,6 A
40
I1.0 10.7
11,7 11.4
2.4 12,1
12,6
131
13.5 13.2
14.2 14,1
15,1 14,6
15,9 5.3
16,9 16.2
17.2
173
18.7 111
19.5 19.0
20,3 19.7
20,4
20,9
21,6 21,3
22,4 22.0
T� Dr.43 -
�v m d firi '
Sg:1 Back Slope A
s Elevation 14' VD to Grade Wide Dune Cre
��c -L on 14' NAVD
++ S. Shore D>� 5 Q �' �la■j 9,
�w 73
53
+3,2 +43 - - +58 -- -
0.5 2�-��_ 29
26 - 1.1 3: Front aiope
zs Elevation 14'Ito Grade �6
3.7 '36 1-7
3.7 5 2.8
5,0 . - 4,7 3.2
6.2 5,9 4.7
6.9 7.0 9
8,5 8.7 9
9.7 93 6
10,4 9.9 9.0
11.3 I0.3 9,6
11.4 10,5 99
11,1 10.7 10.0
10,6 10,4 9,9
10., 10.1 9.7
9,8 9.6 9.1
9,5 9,3 93
9.4 9,1 93
93 9.3 9 4
9.6 9,5 9.4
9.7 9,8 9,4
10.1 10.0 9,4
10.0 10,2 9,5
10,4 103 9.7
11,0 10.9 9 9
11,4 10,9 I0.2
12.0 11.7 I12
12,7 12.3 11.4
13.5 12,8 12,2
141 13.5 12,9
15,0 14,6 13.5
1616 15.4 13,7
17.7 16 8 15.7
18.6 F7 I6,4
19.4 18,6 7.7.
. , p}ri S. New Rrve`r Dr [ m I I mmgton venue
ry ,
-431' 1 4 Kinston Avenue - "°Vol
e
. r _ --� ��' onstruction Access Point
iconstruction Acce' T 45 lit- W- F6� Pik
wt' I6 , {
-,
4
om S. Topsail D. � '-"'� ,,.,_ - ".sr. + ♦ _ 1�0 "V 4
(.
y
44co lie;
r < s T,' f 07 'fir•"r1D . - o �VIry.
e i
P w. o ��,' P
ore Dr. 3:1 Back Slope + _ O - V a -
,Y Slope
[Elevation 14' NAVD to Grade O - 25' Wide Dune Crest + Vt V - y "r = �' - - --a - ` j D N. Tops! rage -
.• _ O Elevation 14' NAVD C C W S. +re + N. Shor - I _ �°' ' '�' r - _ °p -
_ f
� tic�frll
Y
41
_
+ ,
1 58
i
32 - p, - 29
Elevation 14 t ni __-
2.7 - 3.1 A3:1 Front Sio r . _
Grade
y +oe
28 3.6 2 33.__
3.2 2,5 - - y -- -_
a
4.7 3.30 G(a . ., .: 3.q - -.� 38 0.4 R\ :1 Front SI pP, _ 1+O.Z_{I -- _
5 9 39 4,n '' 9 6 Elevation 14 to Grad a + $
0 _ 3,9
- 41 35
90 76 6,4 - _ 4,5 - '.T. 5.1 3.4 _. - 3�3 _
9,6 7,8. 6.0 t' 6.3 4.3 - _ 3.7
1 5
99 97 8,z 86 5,7 Dune Co stru4?d During 45
99 99 io;° 91 e.z hase6k Dune Constructed During 1
s,e 96 10,5 - 9.9 9,6 Only Sea
p as%lr needed e Phase 1
93 s4 9,6 ogle 000 9.8 dur ng P� se 2 O82y Scarp repair needed 1
9,4 9,1 8.6 101 9,3 t10,6 93 during Phase 2
9.4 6.9 8.6 _ 10.3 8.9 10.6 9.8
9,4 9.1 8,7 10,1 8:7 10.4 - 109
9.4 9.1 9.0 9,4 8.1 104 10,2
9.7 9.3 9,2 9.7 7.9 10,1 101.1
9.7 9,5 9,5 9.8 83 10.0 10.0
9.9 93 9.5 9,8 8.4 9.5 9,8
10.2 10,0 9:8 8,6 9.6
I1,2 I05 t09;1 9,9 9,15 8.7 9.5
11.4 11,0 10.4 103 9.5 9,1 9.3
12�2 11,6 ll.l I 10,7 10,1 9,3 9.2
129 123 ly4 I0.7 10,, 9.5 9.1
13.5 130 11,8 11.7 lL0 9,8 9.2
13.7 13,6 12,6 I2.2 11 7 10.4 9.3
14.8 14,4 13,2 12.8 I2.3 10.9 9.2
15.7 15.1 13.9 13.7 13.0 11.5 1.9A
' 15,8 14,5 14.4 13.8 lie
1F.B 15.2 15.2 14,4 12.5 _ _ 1
16,2 16.3 I5.1 - 13,5
159 13.9
Vertical Datum Notes:
Conversion Post Florence Phase 2 Dune Restoration 1. Horizontal Datum: NC State Plane -Zone 3200, NAD83, Feet
Mean High Water 2. Vertical Datum: NAVD88
�� I t•20' SURF CITY 3. Data collected by TI Coastal a July d ten reflect conditions at those times.
3.14' NAVD 1988 4. Soundings are expressed in feet and tenths.
PENDER & ONSLOW COUNTIES, NORTH CAROLINA S. Aerial photography performed by Terralina Mapping Consultants, Inc. on June 17,
Jsta2'54 2019 and represent conditions at that time.
--_ Moan Low Watar PRIMARY DUNE RESTORATION 6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
TI Coastal Services, Inc. 387-B N. Green Meadows Drive Graphic Scale DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoratiori
Wilmington, NC 28405 0' 700- 200' 400 Project Layout and Design DWG DATE: August 29, 2019 SURVEY DATE: Spring 2019
910.821.1358 11x17=Half Scale Seale: l"=200' smaiiii
Christian L. Gibson, P.E. No. 026273 SCALE: 1" = 200' SHEET: 5 OF 9

.1
s
�. 8 Y -; N. New River Dr
~ 183:1 Ba ,Sloes
NAV0 to Gra¢e.
o U1 �- �. all s rSlot^ +
V 0 + N. Topsail Dr. �h j�-NXIMIlleli�L ew#t 12 Pfr+„ 0.p525 /id es W cy ne r t opsail Dr. o l 4 !r IW¢ _ +mElevalipel?ls' AVD U1 in D3as
Sunrise Ct. ffi4-k
r, r d('.
,- O + .. 1D
ePr ego r # iD to
� � - %• � A. .. O
- �t_
'
- •ram •j' -
r F
F •
Y
,
�62_, I
+57
-3:1 Front Slope o, V +3,z
+3.6 *5.8 ? +5.1
as Elevation 10.'to Grade a.a V - _ - - _ - -e-a _ 0e 2s
Dune Constructed Durin 42 3:1 Front Slope a1 z.7 6,0
g Elevation 1I2' NAVD to Grade r a o 3�1 Front Slope Mean Igh Water „ 2.
21 0:9
a2 Phase 1 39 4 3 E evatio t S1 NAVD to Grade 3.3 1.7
6
oB2y Scarp repair needed 67 4J 4.3 0
6,4 6 9 5.6 6,0 4 0
&3 during Phase 2 9.5 8.0 a,z z3 zs
9,8 9.5
10.1 97 1n' 9.2 8,0 8.2 5,8
10.2 99 11.1 9�9 8,9 9,0 76
10.1 10,0 11.1 10,2 9.3 9,5 8,7
lot IN
9.1
96 ;02 01 0" Dune Const ucted During P aye 1
oz
66 9 ° 9 s
9z 93 02 87 Orly Scarp reps r needed durin phase
9,8 8,6 93
8.6 9,8
91 9,5 9 4 86 9.4
9.3 93 9,2 9,1 92 9,0
9.3 91 9.2 9.0 9.0 8.9 8.8
9.2 9.4 93 9.1 8.9 B.8 8.7
9.7 9.7 9,3 9.6 9,0 8.9 8,9
I0.3 10.1 9 6 9.7 93
11.3 10.6 109 9,1 9,0
11.9 10.5 10.3 -- 105 9,8 97 4.4
_ 92
12.7 u.5 13 11.0 m,l
13.3 I2.2 12,3 ILg 10.4 II00.3 9.6 -
9.6
noun c
` 4
0
It
14
roadway Street �..
,
Construction Access Point Canal St.
rW
cam.
J.-
r"
t N. New Ri.I
- ri jai�1
`t y r. r _ --h � � �" -.dy. �_. � i �•
r 3:1 Back Slope '• N,NewRiver-0r. rt"" - "1�.�,�-
Elevation 12' NAVD to Grade - y - x---= -
. " U1 - t
10
N. Topsail Dr. ca
- -;�. °. - c
s 6f t
a Easy St.
r - _ -
N
O y r '---' f� 1 Wid -Dune Cr st W a Nev River Dr. •
l + + . O G r 2' NAV
O Ii^ 1
ii
w
sang
O ;
��v `d F,'8'� fin+
�i
FD
6#}
Shore Dr. a6,2 �1
• Dr. '
r: O W
,: +5.3 - - - - _ - _ N +5,9 - !f N c
O u � .
y r
+2.8 +6-0 Y• +4,9 F ! r Y ... _ - + O
Mean High Water - 1s +so - • .•,.+" `t ` 6s eashore D
2., -
2,1 0,9 f +5.7
2 7 0.-_-_-- -._.F +1.4 +5.9 f
_ tJf g �'r ` t�: � y
It 3'_: � � ' N
3.3
1.1 +2,4 62 -
61 a.0 Is Mean Hig ater a -"�`� -. +e.o
75 43 3.0 2.6 3:1 Front Slope l/ 0.4 - - - _ a
9:o 6 4'2 3,o Elevation 12' NAVD to Grade I ;s
7,6 5,22L.
I 2.1
8.7 7.0 4.0 2.5 3.4 -
9.5 9,1 7,8 5.7 I 37 ..
,,"'Dune Constructed During P ave 1 9P 49 9,4 8,9 4,7 2,9
10,2 9.7
101 95 1 9 7 9,7 61 34
96 10.2 7.0 4,5
Oily Scarp repair needed durin Phase 2 04 a4 53
'l 0 9,5 9.1 7.5
8,9 8.8 9,4 10.0 ,3 "
e_8 8.7 9.1 9�b 9,7 10.3
8,9 8,9 9.2 93 9,8 102
9,
I
9,0 9.3
9.1 0,1
02
y 9,1 9,4 N 99 10.2 3
9.7 96 9,6 9.2 .7 y 99
10,1 9,6 9 6 9.4 9.6
10.3 9,6 10,0 9,4 9.6
9,6 9.5
Vertical Datum Notes:
Conversion Post Florence Phase 2 Dune Restoration 1. Horizontal Datum: NC State Plane - Zone 3200, NAD83, Feet
Mean High Water 2. Vertical Datum: NAVD88
�� oastaI t•20' SURF CITY 3. Data collected by TI Coastal a July d ten reflect conditions at those times.
3.14' NAVD 1988 4. Soundings are expressed in feet and tenths.
PENDER & ONSLOW COUNTIES, NORTH CAROLINA S. Aerial photography performed by Terraiina Mapping Consultants, Inc. on June 17,
J 2 54 2019 and represent conditions at that time.
--_ Mean Low water PRIMARY DUNE RESTORATION 6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
TI Coastal Services, Inc. Graphic Scale DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoration.dwg
387-B N. Green Meadows Drive
Wilmington, NC 28405 0' 100- 200' 400' Project Layout and Design DWG DATE: August 29, 20'19 SURVEY DATE: Spring 2019
910.821.1358 11x17=Half Scale Seale: I"=200'
Christian L. Gibson, P.E. No. 026273 SCALE: 1" = 200' SHEET: 6 0F 9

pawu Laga'. amu.0 uimim. raa.�
2406475
Do
70o.a
150
loo
so
20
0.2'
15
- 14.0'
to
s.[
- Meanh Water _
0[
Mean Lowwaler
(: 24246023 WO Wish', 1500.0 klnNh: 136.5
1: 237270.8
0.0 100.0
1so
too
Do
20.
_ .5'
15..
14.9
to.
so
Mean all Water _ _ _ _ _ _ _
0.0
= Maanl-wWater
l: 24253313 lWD Wish', 1500.0 klmM: leas
237955.9
0.0 100.0
111
too
Do
o.o
5.0
111
- 14.tl
too
Mean MfhWater _ _ _ _
o.o
Mean low Water
%: 2426059.9 25MD Lngh', 15009 AD": leas
Y:.0.8
0.0 100.0
1so
too
so
20
1s
70
sal
- Mean all W.tar I. _ _ _ _ _ _ _ _ _ _ _
a
= Mean L.Water
N: 24268W.0 35MD Lngh: 15W.0 kln4h: 130.0
2393124
0.0 100.0
1so
700
Do
20.0
= 22 '
s.o
- - 14.9
10.o
5.o
- Meanj hWater
= Mean low water
(:NF W3 4WD With: 1500.0 kln4h: 137.E x:24235so18
1: 239985.6 Y:238877.0
0.0 two
1so
too
Do
Mean MV Water _ _ _ _ _ _ _
= Mean low Water
DBL
jane Do
DBL
0 Ron lie
DBL
5-w2070 Jtl1lyO 79 1-11, Delarlo.ODBL tkll 15.00 f0 Jabot Template Qatar to 0111 2WO 70 �l79 TemPMte Depth too Pon 35a00 70 loot
Template DBL Depth to 0 Pon 45100
� 70 �DO 19 Template Dori 10 0Id
oawu oga'. amu.0 .1-rw.e
1: 241211
0.o 10o.a
111
too
s.o
20.
25.0'
5.
- 14.tl
to.
D so
- Mean Ajh Water
o.a
Means wWaler
rp�uu oga'. amu.0 uimnn. rw.o
241935.9
0.o 10o.a
111
too
5.0
20.
0'
11
- 14.tl
to.
s.o
Mean Hl�h Water _
o.o
Mean Lew Water
allonga'. amu.0 .1-rw.,
Y: 242594.1
0.o 10o.a
50
700
s.o
20
.2'
15
- 14.tl
10
s.l
Mean Hljh Water _
oa
Mean Lowwaler
ap�uu uigm'.1ow.0 uimnn.rw.a
Y: 2432177 Y:242052.4
0.o 10o.a
111
too
5..0
2
1
- 14.tl
2
7
s
- Mae n Hnh Water _
0
Mean Low Water
ill
ogm
24385'. apw.0 uimnn.rw.�
1: 6.0 Y:242703.9
Do 19o.a
111
too
s.o
- Mean High Water
Mean Lm Water
18 JuIy�1-pit, 5ajare Wajare
p8 J�a�inpe �Fn iepM�Fn Terraria Ft r8 '�WJ�WaJW�WpW1'uWMir5Ma SShOkln fiMa �'hOkln 7Ma hj 85Mhj 9M9WDphlFaM0�pphjO
N:143lU993 ill"tarot,. im.0 kImM:1W.1
244078
0.o 1W.0
111
too
5.0
20
= 26.4'
15
- Aff
= s
to
- 6.0'
5.[
- Mean �jlh Water _ _
a(
= Mean L.Water
July Nlg Tanplete pBL50.0
nWo Depth lo!
,ra.w w,oa'.,aw.0 -1n-.
Y: 2481W9 Y:24W796
11 W0
150
too
5.0
2
= 5.0
- 14.0
- f
I
- 6.9
5
- Meanh Water _ _ _ _ _ _ _ _
o
= Meanl.owwatar
July2019 Tempate
75M0
%: 24336W.9 129W Lenplh. 15)0.0 kii 141.5 %:2434615.1
y:245111.5 Y:2439379
Do 1W.0
DID 25.0
DID
A
20.0
2 0'
111
15.0
- 14.0
too
too
5.0
S.o
Mean �h Water
Do
_ _
a.o
Mean low water
5.0
5.0
Jae2o10 jay 19 template DfiLWo F:In
1zs.00 125+0012swo Cloth too rem
,w.w -,9a. eaw.0 aem-.1«.a
1:2 87322
Do 7oo0
150
too
5.0
20.
15
m.
= o'
5.1
Meanh Water _ _ _ _ _ _ _ _
0A
= Mean LpwWater
July 2019 Temphte
85M0
f 2434477.6 ga'. isom .1-143.0 %2935JW.3
:245716.0 Y:244518.0
0.o 1W.0
111
too
5.0
20.0
= 2 2'
15.0
- 14.0'
too
5.o
- Meanh Water _
o.
= Mean low water
aw.w .,on.,aw.0 aem-. m,.4
':249351.6 Y:24618a.3
Do W0
"a
too
so
2a
19.3'
15
- 14.0'
IQ
9
5.1
Meankh Water _ _ _ _ _ _ _ _ _ _ _ _
0.1
Meanl.owwatar
July 2919 Tempate
95M0
%24351X.1 illLaga'. istan kImM: Ala %:293fi192tl
V:24633U Y:245154.3
0.o 1W0
111
too
5.0
20
15
- 14.0'
= f.
to
5.1
- Meanh Water _ _
as
- Mean -p Water
July 2019 rxtlre
Ill
�w.w wigm. amu.a rzimm.iw.,
Y:2499W.9
Do 7oo0
111
too
so
20
= 8'
15
- 14.tl
to
-
- Meanh Water _ _ _ _ _ _ _ _ _
DI
= Mean l.owWater
L1y 2019 TempMe
2o5,00
N:24kUti6.fi illLagh'. 15W.0 klrtu1h:-I
24W3D.o
0.o IW.O
111
too
5.0
20
= 22.8' '
15
10
6.0
5.[
- Mean �jlh Water
= Mean LOwwater
r:=1-6
Do
111
too
5.0
20
15
- 14.0'
m
_ - 6.0'
6[
- Meanh Water
o.[
= Mean l.owWater
L1y 2019 rent
212
Vertical Datum Post Florence Phase 2 Dune Restoration
Conversion
Mean High Water
TI oasta l 720 SURF CITY
a.14' NAVDt988 PENDER & ONSLOW COUNTIES, NORTH CAROLINA
2.54'
Mean Lea, Water PRIMARY DUNE RESTORATION
TI Coastal Services, Inc. Graphic Scale
387-B N. Green Meadows Drive Horizontal
Wilmington, NC 284D -o' 35 50, 20'Typical Cross Sections - Station -5+00 to 225+00
11 x17Half Scale5- to910.821.1358 _
vertical
150
too
S.o
111
100
5.o
Is.o
too
i.o
15.0
too
i.a
20.0
15.0
f:
0.0
S.o
Mean Nil Water
= Mean Low Water
00
= 5.0
15.0
- 14.9
fo.o
S.o
Mean kh Water _
oo
= Mean Low water
Notes:
1. Horizontal Datum: NC State Plane - Zane 3200, NAD83, Feet
2. Vertical Datum: NAVD88
3. Data collected by TI Coastal in July 2019 reflect conditions at those times.
4. Soundings are expressed in feet and tenths.
5. Aerial photography performed by TerraLina Mapping Consultants, Inc. on June 17,
2019 and represent conditions at that time.
6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoration.dwg
DWG DATE: August 29, 2019 SURVEY DATE: Spring 2019
L. Gibson, P.E. No. 026273 SCALE: AS SHOWN SHEET: 7 OF 8

%: 2442478.4
235r0o Length', 1500.0 kimM: 144.0 %:24433590
X:2443279.4
245r00 Length': 1500.0 kimM: 143.1 X:2444179.2
X: 2444078.4
255r00 Length': 1500.0 kimM: 143.0 X:2444980.7
X: 2444864.6
265e00 Length': 15000 kimM: 141.7 X:2445794.0
X: 2445663.8
27A00 Length': 1500.0 ki0eh: 143.2 X:24985627
X:24464518
OWN length': 1500.0 ki0eh: 141.9 X:2447377.5
V: 2517109
Y:250496.6
V: 252309.5
Y:251109.4
V: 252910.9
Y:251712.6
V: 25352&7
Y:252351.3
V: 254130.0
Y:25R29.3
V: 254745.5
Y:253565.2
DO 100.0
0.0 100.0
0.0 100.0
0.0 100.0
0.0 1W.0
0.0 1000
250
25.0
25.0
25.0
25.0
25.0
25.0
25.0
25.0
25.0
25.0
25.0
200
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
25. '
& N
,
III,,15.0
150
15.0
150
15.0
750
15.0
150
15.0
150
150
15.0
- 14.1
12.0'
- 12.1y
- 12.0
too
10.0
too
10.0
too
10.0
too
10.0
100
10.0
too
10.0
5.0
5.0
5.0
5.o
5.0
5.0
5.0
5.0
5.0
5.0
5.a
5.0
Mean Ht�ch Water _ _ _ _ _ _ _ _ _ _ _ _
Mean Htach Water _ _ _ _ _ _ _ _ _ _
Mean Hl�ch Water _ _ _ _ _ _ _ _ _ _
Mean Hl�ch Water _ _ _ _ _ _ _ _ _ _ _ _
Mean Hl�ch Water _ _ _ _ _ _ _ _ _ _ _ _
Mean Hl�ch Water, _ _ _ _ _ _ _ _ _ _ _ _
0.0
0.0
0.0
.0
DO
0.0
0.0
0.
0.0
0.0
Mean L.Water
Mean lWater
Mean Low Water
Mean Low Water
Mean Low Water
Mean Low Water
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
-5.0
5.0
Z.0
5.0
June 2018 July 2019 Template DBL 50,0 n:1n
June 2018 July 2019 Template DBL 50,0 n:1n
June 2018 July 2019 Template DBL 50,0 n:1n
Jue 2018 July 2019 Template DBL 50,0 n:1n
Jute 2018 July 2019 Turnpike DBL 50,0 n:1n
Jute 2018 July 2019 Tempae DBL 50,0IdI
235e00 2" Depth 10.0 R1n
245e00 245e00 Depth 10.0 Fall
255+00 25M Depth 100 Rln
265+00 255e00 Depth 100 Ft:In
27WO 275e00 Depth 100 FCIn
28WO 2WW Depth 100 Ftln
M: 2472M0
295,00 Leigh'. 1500.0 kirtl 1N.6 %:2448133.3
%: 2440016.1
305+00 Leigh'. 1500.0 kirtMh: 1N.3 %:244895M
%: 244M.0
315+00 Large, 15000 kimM: 14.4 %:24497622
%: 249i022
32800 Large, 15DU kimM: 14.4 %:24505752
V: 2553286
Y:254105..1
V:2559121
Y:2546-A5
Y: 25&94.5
Y:255274.9
V:257076..6
Y:255&56.8
Do 100.0
0.0 100.0
0.0 100.0
0.0 100.0
25,0
25.0
25,0
25.0
25,0
25.0
25,0
25.0
20,0
20.0
290
20.0
20,0
20.0
20,0
20.0
,
,
150
151
15.0
150
15
15.0
150
15.0
150
15.0
Rumu eaur NOW.Cauhuden
20'
12
12
too
10.0
too
10.0
100
10.0
too
10.0
50
50
50
5.0
5.0
5.0
5.0
5.0
Mean Hlth Water _ _ _ _ _ -
Mean Hl�h Water _ _ - - - _ _ _
Mean Hlth Water _ _ _ _ _ _ _ _ _
0.0
Mean Hlth Water
00
00
00
D.0
0.0
Mean LaxWaler
Mean LowWaler
.0
Mean Low Water
Mean LowWaler
5.0
5.0
5.0
5.0
5.0
5.0
5.0
I
5.0
Jue 2018 July 2019 Tanphta DBL 50.0 Fdn
Joe 2018 July M19 Tamplete DBL 50.0Id,
Joe, 2018 July 2019 Tanphte DBL 50.0Id,
Jule 2018 July 2019 DBL 50.0Id,
295a00 295b0 Depth 100 RI,
335,00 305Hq Depth 10.0 R1n
315,00 315,00 Depth to 0 n:ln
325e00 325.00 Depth to 0 N:I,
TI - oastal
TI Coastal Services, Inc.
387-B N. Green Meadows Drive
Wilmington, NC 28405-11 x17Half Scale
910.82'1.1358 _
Vertical Datum
Conversion
Mean Nigh Water
7.20'
a.14' NAVD 1988
2.all
Mean Low Water
Graphic Scale
Horizontal
Post Florence Phase 2 Dune Restoration
SURF CITY
PENDER & ONSLOW COUNTIES, NORTH CAROLINA
PRIMARY DUNE RESTORATION
Typical Cross Sections - Station 235+00 to 325+00
Notes:
1. Horizontal Datum: NC State Plane - Zane 3200, NAD83, Feet
2. Vertical Datum: NAVD88
3. Data collected by TI Coastal in July 2019 reflect conditions at those times.
4. Soundings are expressed in feet and tenths.
5. Aerial photography performed by TerraLina Mapping Consultants, Inc. on June 17,
2019 and represent conditions at that time.
6. Approximately 170,500 CY of sand is required to fill the Phase 2 dune template.
DWG NAME: 2019.2020 Post Florence Phase 2 Dune Restoration.dwg
DWG DATE: August 29, 2019 SURVEY DATE: Spring 2019
L. Gibson, P.E. No. 026273 SCALE: AS SHOWN SHEET: 8 OF 8

CAMA Permit Application
ST Wooten Dredge Layout and Cross Sections

m
." t~
r Ole
FUTURE ACCESS ROAD LOCATIDN
+0, +6:" e +1 4 12, +11, V 3,2 +1NC
2.7 +4,2 1,31 11.3 + ,7 2,4 +1 6 21,0
+13, +1 6
3.9 + ' +1 2 FUTURE DEWATERING PAD LOCATION +14, +7 +g,
+3' + '9 ENO DREDGING +1 4.0 +1 + ,0
+ :1 + 2,7 +12, +1 +9, 3 +4, +
a 3,7 1 +9,1 +3, 1' 6 0,`
+4,8 +15.5 +3.2 +0,5 0.5 1.6
+5,0 +15,2
3,8 DREDGE SLIDE SLOPES (3:1) 2 +1,1
3,3 + +12.3
3.7 +2:9 +15.7 +8,7 +7,1 +2,3 +0,9 1,0
+16,9 +2:2
+ 1.0 +2,6 +17.4 +9,6 +9.8 +0,7 +0.5 1.1 0.5
0,8 +18.3 + 2.9
+3'0 +9,7 +14,5 +4,5
1.1 +17,2 +12+12,3 +1.1 0,1
1,5 +2,6 +10.0 ,2
+15,8
+15.5 DREDGE EXCAVATION TO -20' NAVD88 +6,4 1'8
3.5 +10.1 +10,0 +8,2 +10,6 +1,3 2,2
+6,0 +14.6 +2:7
B 9 0,3 +2:3 +13,8 +10,0 +10,1 +5,0 , .+14,0
+18,5 +12.1 +10.1 +3,4 1 +4 2 +11,5
4.3 +2,5 +15.7 +10.1 f+9,3 B_1r +5,5 +42 +13.3 +3,8
+1,0 +15,6 +10.6 +9,1 +3,5 11,9 +4,2
1,8 +16.1 +9,7 +9,1 +5,0 +13,2 +11,0
+8.7 +2,5 +17.4 +13,7 +6,5 +3,3 +1.8 +13.5 +10,6
+ + 7.0 + 8.0 +14.5 +4,2 +12.6 +12:4
DREDGE SLIDE SLOPES (3:1) +19,6 +24.3 +9'1 +418 +3'2 +13,8 +17,3
23.6 +28,6 +8,8 +14,0 +21.0
+19.6 +14 6
4
x
T,
I
7.
+12.1
+1A /
Pumpout
Location/Top
of Stockpile
Mound
Elevation -47'
NAVD88
A
Y" 35' Access Road I,I
'1 +15,1 ue
+13.7 '
0 0 _
+15,0 `Q 2 300'
16,8 +22,6 c �­+4241.�72�
- _ +20,5
+1, 9' +1 +29,4
3 Dike C_
- +.29.4_
+24
B-11-8.8 +5,9 +2,3 8,4
+ + DREDGE SLI�EISLOPES (3:1)8,3
� �
o c o o
O c Z
o+3,5�m _L m
° m w z
`" + ,� '
+
-+
+23,0
300'
+19,2
38:1 - - -_
+15,4
7,6
+ 8,8
+21,2
+7,4
+6.9
5:9
13:2
13.5
10:6
17,2
17.4
6,3
16,6
+19.1
+5,7
9.5
9,8
13,6
19.5
12.6
17.7
16.6
72
16,4
+14.4
+4,g
7.8
19,0
14.5
15.3
15:1
+8,2
+6 B-2
+4,9
8,0
6.8
20.6
17.6
15,0
16,3
184
B-46,7
i6,2
+7
6,8
17.7
18.1
18,,4
20,3
18.0
+6.6
6.1
16.4
18.7
20:8
19.3
+7.8
4.4
13,8
18.6
20,8
16:3 !'
+8'4
+5.5
4.8
5.4
13.6
17.6
15,3
18.3
18,6
15.5
16.5
+8'8
+5,3
6.0
7.7
17.6 DREDGE EXCAVATION
18.5
TO -20' NAVD88 16.3
+3,8
+4,9
5,3
18.0
17.8
16:3
17:8
1,
81
15.8
12.2
+5,8
5.5
5.3
15.7
18.9
15.9
15.4
1
9,1
6
+1.0
+5.8
10,5
17.8
14.3
16.6
16:
+0,2
+6,1
8:7
10,5
19,1
19.1
15.4
15:4
17.7
+8,0
+6.8
155
15.7
+12.8
+21.4 +2:7 4 9 18.4 15,5 +18,3
; -- +15.5 +2 +6:9 1.0 17.5 15,7 +17.4
+2 +1 + +1 13:8 12.7
- a. +1
v +2 DREDG SIL OPE + 1
1
3 2 E 1L 8 14,3
k
+1 +17.2 18, +20
9.6
0,
m o 00 + o0 00 0 0 3 9 +14,6
N a 0 0 0 +18, 9,
� �
r0 p
0
J
Y
°
re"s�f y--
-.
CENTERLINE
7
INN
N N N O+ + O„ 00 N O .... �:.
N 00� ,,. + 00 O
S81ME Historical2005 Borings
Testing.� 00 o o' ..
�t o
2007 Borings
d,
2011 /2012 Borings - 2,
Not .
Notes:
Surf City Hurricane Florence Dune Restoration - Phase 2 1 Horizontal Datum: NAVD88
ePlane-Zone 3200, NAD83, Survey Feet.
2. Vertical Datum: NAVD88
TI o a sta I Vertical Datum Town Of Surf City 3. Layout designed by Tl Coastal on September 2an r2017.
epro
Conversion Graphic Scale 4. Cares collected in 2005, 2007, and 2011/2012 and represent conditions at that time
NAVD88 Pender and Onslow County, North Carolina P 6. 2016 Aerial downloaded from NC OneMap GeoSpatia Portal.
o• tso• aoo• aoo• 6. 2017 survey data collected by TI Coastal on June 29, 2017 (Hydro) &
t.00•
Conditional Survey - March 2019 and September 2017 Scale: l"=300' BalfourBeattyon
May 20, 2019 and
represent rvey nditioa(Hydro tthose ti Topo)collected
rvGvOzo by TI Coastal on March 15, 2019 and represent conditions at those times.
TI Coastal Services, Inc.
387-B N. Green Meadows Drive DWG NAME: ST Wooten Excavation Layout.dwg
Wilmington, NC 28405 Sand Excavation and Truck Haul Loading Layout DWG DATE: August 6, 2019 SURVEY DATE: Spring 2017&2019
910.821.1358
SCALE: 1" = 300' SHEET: 1 OF 3

X: 2307805 2+00 Length: 1000 Azimuth: 63 X: 2308699
Y. 200563 Y. 201011
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
TT
-25
N
-25
2+00
-15
-15
-5
-5
cp
m
5
0
0
N
5
15
15
25
25
35
35
Spring 2017 March 2019 Template DBL 500 Ft: In
2+00 2+00 Depth 20 Ft:ln
X: 2307447 10+00 Length: 1000 Azimuth: 63 X: 2308341
Y: 201278 Y. 201726
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
-15
10+00
-15
-5
-5
5
J.A
5
15
V11V
15
25
25
35
Ti
35
ringg 2017 March 2019 Template DBL 500 Ft:In
1 +00 10+00 Depth 20 Ft:ln
X: 2307716 4+00 Length: 1000 Azimuth: 63 X: 2308610
Y. 200742 Y. 201190
-600 -500 -400 -300 -200 -100 0 100 200 300 400 560 600 700 800 900
-35 -35
-25
-25
-15
4+00
-15
-5
-5
5
5
15
7A
15
25
25
35
35
Spring 2017 March 2019 Template DBL 500 FL In
4+00 4+00 Depth 20 Ft In
X: 2307358 12+00 Length: 1000 Azimuth: 63 X: 2308252
Y: 201457 Y: 201905
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
m
-25
0
0
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n 12+(10
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0 o
0 0
-15
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-5
5
5
15
15
25
25
35
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Sppring9 2017 Template DBL 500 Ft In
12+00 Depth 20 FLln
X: 2307626 6+00 Length: 1000 Azimuth: 63 X: 2308520
Y. 200921 Y: 201368
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
6+00
-15
-15
m
-5
u,
0
0
N
-5
5
5
15
15
25
25
35
35
Spring 2017 March 2019 Template DBL 500 Ft: In
6+00 6+00 Depth 20 Ft:ln
X: 2307268 14+00 Length: 1000 Azimuth: 63 X: 2308162
Y. 201636 Y. 202084
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
m
-25
0
-25
14 AO
m
-15
0
-15
m
-5
00
-5
5
5
15
15
25
25
35
35
Springg 2017 Template DBL 500 Ft: In
14+00 Depth 20 Ft:ln
X: 2307537 8+00 Length: 1000 Azimuth: 63 X: 2308431
Y. 201099 Y. 201547
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
n n-25
-15
8+00
-15
-5
-5
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5
15
15
25
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35
Spring 2017 March 2019 Template DBL 500 Ft In
8+00 8+00 Depth 20 Ft In
X: 2307178 16+00 Length: 1000 Azimuth: 63 X: 2308072
Y. 201815 Y: 202263
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
-15
16+00
1A
-15
-5
-5
5
5
15
15
25
25
35
35
Spring 2017 Template DBL 500 It In
16+00 Depth 20 Ft In
Surf City Hurricane Florence Dune Restoration Phase 2
Notes:
1. Horizontal Datum: NCState Plane -Zone 3200, NAD83, Survey Feet.
-
Graphic Scale
2. Vertical Datum: NAVD88
TI , o a s to I
TI Coastal Services, Inc.
387-B N. Green Meadows Drive
Wilmin910.821.1358gton,NC 28405
Vertical Datum
Conversion
:ENAVD88
NGVD29
Town of Surf City
Ponder and Onslow County, North Carolina
Huriauncai
o• 2so• soo•
3. Layout designed by TI Coastal on September 2 th,and 2017.
repro
4. Cores collected in 2005, 2007, and 2011/2012 and represent conditions at that time
5. 2016 Aerial downloaded from NC OneMap GeoSpatia Portal.
6. 2017 survey data collected byTI Coastal on June 29, 2017 (Hydro) &
Balfour Beatty on May 20, 2017 (Topo). 2019 Survey data (Hydro and Topo) collected
by TI Coasta l on Ma rch 15, 2019 a nd represent conditions at those ti mes.
Scale: 7" = 500'
Vertices
9 ,e 20•
Conditional Survey - March 2019 and September 2017
Sand Excavation and Stockpile Cross Sections - Station 2+00 to 16+00
Scale: 7"=20'
DWG NAME: ST Wooten Excavation Layout.dwg
DWG DATE: August 6, 2019
SURVEY DATE: Spring &
SCALE: As Shown
H2017
EET:2 F3
SHEET: 2 OF 3

X: 2307089 18+00 Length: 1000 Azimuth: 63 X: 2307983
Y: 201993 Y: 202441
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
-15
18+00
-15
-5
-5
5
5
15
15
25
25
35
Ti
35
ringg 2017 Template DBL 500 Ft:In
1 +00 Depth 20 Ft:ln
X: 2306731 26+00 Length: 1000 Azimuth: 63 X: 2307625
Y: 202709 Y: 203157
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
1111111111111111111111111111
-25
-15
26+00
-15
-5
-5
5
5
15
15
25
25
35
Ti
35
Spring 2017 Template DBL 500 Ft:In
26+00 Depth 20 Ft:ln
X: 2306999 20+00 Length: 1000 Azimuth: 63 X: 2307893
Y. 202172 Y. 202620
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
20+00
-15
-15
m
-5
0
0
N
-5
V-*5
5
15
15
25
25
35
Ti
35
Spring 2017 Template DBL 500 Ft- In
20+00 Depth 20 Ftln
X: 2306641 28+00 Length: 1000 Azimuth: 63 X: 2307535
Y: 202888 Y: 203335
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
m
-25
ti
0
N
-25
28+00
-15
-15
-5
-5
5
5
15
15
25
25
35
Ti
1
35
Spring 2017 Template DBL 500 FL In
2 +00 Depth 20 FLIn
X: 2306910 22+00 Length: 1000 Azimuth: 63 X: 2307804
Y. 202351 Y. 202799
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
22+90
m
-15
v,
O
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-5
-5
5
5
15
15
25
25
35
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35
Springg 2017 Template DBL 500 Ft:In
22+00 Depth 20 Ft:ln
X: 2306551 30+00 Length: 1000 Azimuth: 63 X: 2307445
Y: 203066 Y: 203514
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
-15
30+00
-15
-5
-5
5
5
15
15
25
25
35
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35
Springg 2017 Template DBL 500 Ft:In
30+00 Depth 20 Ft:ln
X: 2306820 24+00 Length: 1000 Azimuth: 63 X: 2307714
Y. 202530 Y. 202978
-600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700 800 900
-35 -35
-25
-25
24+00 N
m m
-15
N rl
O O
N N
-15
-5
-5
5
5
15
15
25
25
35
35
Spring 2017 Template DBL 500 Ft In
24+00 Depth 20 Ft In
X: 2306462
32+00
Length: 1000
Azimuth: 63
X: 2307356
Y: 203245
Y: 203693
-600 -500 -400 -300 -200 -100
0 100 200
300 400 500 600 700 800 900
-35
-35
-25
-25
-15
-15
-5
-5
5
5
15
15
25
25
35
35
Spring 2017
Template
DBL 500 It In
32+00
Depth 20 Ft In
32+00
m �n
of m
0 0
0 0
N N
m
0
0
N
Surf City Hurricane Florence Dune Restoration - Phase 2
Notes:
1. Horizontal Datum: NCState Plane -Zone 3200, NAD83, Survey Feet.
Graphic Scale
2. Vertical Datum: NAVD88
_
TI -, o a s to I
TI Coastal Services, Inc.
387-B N. Green Meadows Drive
Wilmington, NC 28405
910.821.1358
Vertical Datum
Conversion
TNAVD88
NGVD29
Town of Surf City
Pender and Onslow County, North Carolina
Hori:o�tai
o• 2so• soo•
3. Layout designed by TI Coastal on September 2 and 2017.
repro
4. Cores collected in 2005, 2007, and 2011/2012 and represent conditions at that time
5. 2016 Aerial downloaded from NC OneMap GeoSpatial Portal.
6. 2017 survey data collected by TI Coastal on June 29, 2017 (Hydro) &
Topo) collected
Balfour Beatty on May 20, 2019 a rpo1.2019 sentSurvey nditiodata (Hydro those
by T Coastal on March 15, 2019 and represent conditions at those times.
Scale: 1" = 500'
vertical
o• 10• 2D•
Conditional Survey - March 2019 and September 2017
Sand Excavation Cross Sections - Station 18+00 to 32+00
Scale: 1" = 20'
DWG NAME: ST Wooten Excavation Layout.dwg
DWG DATE: August 6, 2019
SURVEY DATE: Spring 2017 & 2019
SCALE: As Shown
SHEET: 3 OF 3

CAMA Permit Application
Appendix A
Geotech n ica I Information
Surf City Native Grain Size Analysis
Sample Locations
Profile Statistics
Composite Grain Size Distribution
Composite Granularmetric Tables
ST Wooten Geotech Analysis
Core Locations and Spider Map
2005 Test Boring Information
2007 Test Boring Information
2011-2012 Test Boring Information
Test Boring Statistical Summary
ST Wooten Composite Grain Size Distribution
ST Wooten Composite Granularmetric Table
TI Coastal Grab Sample Photos
TI Coastal Grab Sample Grain Size Distribution
TI Coastal Grab Sample Granularmetric Tables

-
.: ". t .� n.. *r',' - _ a.• �. F:J:1�`•. ir..r 7 a?g a.'•. �y�\�F ^�i rY t.
Atlantic Intracoastal Waterway
BASELINE
BEACH
Banks Channel \
Ar-
tal waterway
'M
o - c Intracoas
N ptlant► :w
m
j � !
r
TOWN OF SURF CITY BEACH BASELINE
. --
Surf City
Pier
I
I
�
W
W
wp
CP
d�
00
�
C)
-
N
W
-P
CP
,—
IV
CD
N
N
N
c9
CA
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00
I SEDIMENT
SAMPLE
LOCATI
I ,
CD N
CP
al
Cn
M
--I
00
Surf City Nourishment Project
N2tVertzontal Datum: NC State Plane -Zone 3200, NAD83, Feet
2. Vertical Datum: NAVD88, Feet
TI o a s t a I
'�
Vertical Datum
Conversion
NAVD88
x.xx
�
Surf City
Pender & Onslow County, NC
Graphic Scale
o• sao• t aoo• z 000•
3 Data collected nt o Coastal in April and May 2018,
and represent conditions at that time.
4. Soundings are expressed in depths and in feet and tenths.
Native Grain Size Sampling Locations
6iii
Scale: 11"=2,000'
TI Coastal Services, Inc.
387-B N. Green Meadows Drive
Wilmington, NC 28405
MLW
PLAN VIEW
DWG NAME: Surf City Native Grain Size Samples.dwg
DWG DATE: June 15, 2018
SURVEY DATE: April and May, 2018
910.821.1358
SCALE: 1" = 2000'
SHEET: 1 OF 1

TB-27 GRAIN SIZE ANALYSIS (INCREMENTAL RETAINED %)
Millimeters
PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-10' NAVD
16' NAVD
-20' NAVD
Average
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.05
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.53
-3.25
0.0
0.0
0.0
0.0
0.0
0.0
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.6
0.1
0.2
PEBBLES
4.75
-2.25
0.0
0.0
0.0
0.0
0.0
0.0
1.7
0.0
0.0
0.0
0.3
0.0
0.0
0.1
0.0
0.1
4.00
-2
0.0
0.0
0.0
0.0
0.0
0.2
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1 0.1
2.80
-1.5
1 0.0
0.0
1 0.0
0.0
1 0.0
0.2
1 0.7
0.2
1 0.0
0.2
0.3
0.0
1 0.2
0.0
0.0
0.1
GRAVEL
2
-1
0.1
0.0
0.0
0.0
0.0
0.6
1.0
0.4
0.1
0.2
0.5
0.1
0.2
0.1
0.1
0.2
1.4
-0.5
0.3
0.0
0.0
0.0
0.0
2.7
1.2
0.6
0.3
0.7
1 0.9
0.1
0.1
0.4
0.1
0.5
1
0
0.7
0.0
0.0
0.1
0.1
4.5
1.4
0.9
0.5
1.0
1.8
0.4
0.6
0.4
0.1
0.8
0.71
0.5
1.5
0.1
0.1
0.3
0.5
7.0
2.1
2.1
0.9
2.4
2.5
1.2
1.2
0.8
0.1
1.5
0.5
1
3.9
0.2
0.5
1.6
2.6
6.2
4.6
4.0
2.0
4.6
4.6
2.3
2.2
0.8
0.4
2.7
0.36
1.5
8.6
2.8
7.3
14.6
12.6
9.8
11.6
8.8
2.8
9.2
9.8
6.2
3.3
2.1
1.3
7.4
0.25
2
22.3
34.4
40.1
52.2
34.3
26.0
20.8
18.9
7.5
18.4
21.3
40.8
7.0
8.2
2.1
23.6
0.21
2.25
22.8
28.2
30.9
18.2
23.4
18.8
16.5
18.5
19.7
16.7
18.8
23.5
11.6
13.0
4.4
19.0
SAND
0.18
2.5
21.1
19.0
14.7
8.6
18.1
14.3
22.1
22.3
40.4
22.7
23.5
16.4
42.1
27.4
22.5
22.3
0.15
2.75
12.7
10.0
4.9
3.7
7.2
8.3
12.5
17.1
20.9
17.1
13.1
5.8
21.4
31.4
43.8
15.3
0.13
3
2.8
2.1
0.8
0.5
0.9
1.1
2.1
4.1
3.7
4.6
2.0
1.6
5.8
9.1
14.0
3.7
0.09
3.5
2.5
3.0
0.6
0.3
0.3
0.3
0.6
1.7
1.2
2.2
0.5
1.1
3.6
4.9
9.2
2.1
0.08
3.75
0.3
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.3
0.9
0.1
0.06
4
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.3
0.0
Pan
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.4
0.0
0.0
0.2
0.1
Totals
100.0
100.0
100.0
100.0
100.0
99.9
100.0
99.7
100.0
99.8
99.8
100.0
99.5
99.7
99.51
100.0
CaCO3%
1 2.6
3.2
5.4
6.6
6.8
17.8
10.5
9.7
5.2
10.8
12.5
3.6
2.8
5.4
1
6.9

TB-32 GRAIN SIZE ANALYSIS (INCREMENTAL RETAINED %)
Millimeters
PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-12' NAVD
16' NAVD
-20' NAVD
Average
>75.00
19.05
7-6.2 A
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.53
-3.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
PEBBLES
4.75
-2.25
0.0
0.0
0.3
0.0
0.0
0.0
0.1
0.1
0.1
0.0
0.0
0.0
0.7
0.0
0.0
0.1
4.00
-2
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.0
0.1
0.0
0.0
0.1
0.0
0.0
0.1
2.80
-1.5
1 0.0
0.0
1 0.0
0.0
1 0.0
0.0
1 0.2
0.4
1 0.1
0.2
0.1
0.0
1 0.6
0.0
1 0.0
0.1
GRAVEL
2
-1
0.0
0.0
0.1
0.0
0.0
0.0
0.6
0.8
0.5
0.5
0.1
0.0
1.2
0.1
0.2
0.3
1.4
-0.5
0.1
0.0
0.1
0.0
0.0
0.5
0.7
1.6
0.8
1.0
0.2
0.0
2.7
0.3
0.4
0.6
1
0
0.2
0.0
0.1
0.0
0.0
0.8
0.7
1.9
1.4
1.8
0.5
0.3
3.9
0.5
0.7
0.8
0.71
0.5
0.3
0.0
0.3
0.1
0.1
1.0
1.1
2.7
2.4
4.3
1.8
0.5
7.1
0.7
1.0
1.5
0.5
1
0.5
0.4
0.6
0.1
0.2
1.0
3.3
3.4
5.4
10.4
2.6
1.4
10.7
0.9
1.6
2.8
0.36
1.5
4.6
3.9
4.3
1.7
1.0
3.1
12.5
10.9
14.5
30.5
7.0
13.2
11.9
2.1
2.3
8.2
0.25
2
36.0
30.7
44.3
30.3
15.4
26.4
23.9
33.2
28.7
28.4
20.5
46.1
12.0
18.8
5.3
26.7
0.21
2.25
28.1
32.9
26.7
48.1
33.4
25.5
20.3
20.8
17.5
10.1
20.5
29.8
9.6
22.2
11.1
23.8
SAND
0.18
2.5
18.9
21.5
15.1
14.8
33.7
24.3
22.7
13.9
19.8
7.6
32.3
5.6
17.7
25.3
38.0
20.7
0.15
2.75
8.6
7.8
5.7
3.6
13.1
14.0
10.8
7.5
6.9
4.1
11.4
1.8
14.7
18.4
25.8
10.3
0.13
3
1.6
1.4
1.3
0.7
2.2
2.6
2.1
1.7
1.3
0.8
2.2
0.6
4.3
5.5
7.8
2.4
0.09
3.5
0.8
1.0
1.2
0.6
0.8
0.9
0.7
0.6
0.6
0.2
0.7
0.5
2.5
4.9
5.3
1.4
0.08
3.75
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.4
0.1
0.06
4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.1
0.0
Pan
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1 0.0
0.0
0.1
0.0
0.0
0.0
SILT
Totals
1 99.8
1 99.7
1 100.0
1 100.0
1 99.9
1 100.0
1 99.8
1 99.7
1 99.9
1 99.9
1 99.8
99.8
1 100.0
1 99.8
1 99.8
99.9
CaCO3%
1 0.8
1 0.1
1 1.9
1 0.5
1 0.3
1 2.0
1 3.4
1 6.9
1 6.5
1 14.8
1 1.8
2.5
1 21.8
1 2.7
1 2.6
4.5

TB-37 GRAIN SIZE ANALYSIS (INCREMENTAL RETAINED %)
Millimeters
PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-12- NAVD
16' NAVD
-20' NAVD
Totals
>75.00
7-6.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.05
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.53
-3.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.1
PEBBLES
4.75
-2.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.1
0.1
0.1
0.0
0.0
0.2
0.3
0.1
4.00
.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.2
0.1
0.0
0.0
0.1
0.1
0.1
2.80
-1.5
1 0.0
0.0
1 0.0
0.0
1 0.0
0.0
1 0.0
0.1
1 0.5
0.5
0.1
0.0
1 0.0
0.1
1 0.1
0.1
GRAVEL
2
-1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
1.1
0.8
0.4
0.1
0.4
0.3
0.5
0.2
1.4
-0.5
0.0
0.1
0.0
0.0
0.0
0.2
0.0
0.7
1.4
1.8
0.9
0.4
0.9
0.8
0.7
0.5
1
0
0.1
0.1
0.1
0.0
0.1
0.4
0.2
1.0
1.6
2.1
1.3
0.4
1.2
0.8
0.7
0.7
0.71
0.5
0.1
0.5
0.0
0.0
0.1
0.6
1.4
2.0
2.5
4.0
2.0
0.7
2.6
0.8
0.7
1.2
0.5
1
0.1
1.2
0.1
0.2
0.1
1.1
1.8
3.7
3.7
6.7
3.3
1.1
4.9
1.3
0.7
2.0
0.36
1.5
0.5
3.5
2.6
4.2
1.1
7.0
9.3
15.0
7.4
18.7
8.4
3.4
9.5
2.3
1.7
6.3
0.25
2
19.3
24.1
45.0
37.1
22.3
38.4
27.8
36.4
15.1
30.8
25.5
22.2
19.2
22.1
5.2
26.0
0.21
2.25
28.1
28.7
23.9
25.9
32.3
27.1
20.8
18.2
15.6
16.2
23.0
27.8
28.7
23.4
20.1
24.0
SAND
0.18
2.5
31.4
32.4
15.8
22.0
30.9
17.0
27.3
12.2
33.0
9.8
27.2
18.4
19.8
23.7
44.0
24.3
0.15
2.75
14.9
6.5
8.5
7.2
9.3
6.6
9.0
7.6
13.6
5.7
6.5
15.6
8.6
14.1
17.0
10.0
0.13
3
3.3
1.4
1.8
1.5
1.9
1.1
1.7
1.7
2.8
1.3
1.0
5.4
2.3
4.8
3.3
2.3
0.09
3.5
2.2
1.4
1.9
1.7
1.8
0.4
0.5
0.7
1.2
0.5
0.2
3.9
1.6
4.2
3.6
1.7
0.08
3.75
0.1
0.1
0.1
0.1
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.3
0.5
0.1
0.06
4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.0
Pa5MMMO
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.0
Totals
1 99.9
1 99.8
1 99.8
1 99.9
1 99.8
1 99.8
1 99.9
1 99.8
1 99.8
1 100.0
1 99.9
1 99.6
1 99.6
1 99.5
99.4
99.8
CaCO3%
1 1.9
1 4.2
1 5.7
1 6.1
1 3.9
1 4.1
1 5.4
1 6.8
1 9.1
1 7.9
1 6.2
1 3.4
1 9.3
1 5.9
5.6
5.7

PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-12' NAVD
16' NAVD
-20' NAVD
Average
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-3.25
0.0
0.0
0.0
0.0
0.0
0.0
1.1
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
-2.25
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
-2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.0
-1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
0.0
0.0
0.0
0.0
0.2
0.1
0.0
0.1
-1
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.7
0.2
0.1
0.1
0.0
0.5
0.1
1 0.1
0.1
-0.5
0.0
0.0
0.1
0.0
0.0
0.1
0.2
1.1
0.3
0.4
0.3
0.2
1.0
0.2
0.1
0.3
0
0.1
0.0
0.1
0.0
0.0
0.2
0.2
1.6
0.6
0.7
0.6
0.5
1.6
0.3
0.1
0.4
0.5
0.1
0.1
0.1
0.0
0.0
0.3
0.4
3.7
1.1
1.7
1.1
0.9
3.7
0.7
0.2
0.9
1
0.1
0.3
0.6
0.0
0.0
0.3
0.7
8.2
2.8
3.6
2.5
2.2
4.6
2.1
0.3
1.9
1.5
0.3
1.9
4.5
1.3
0.6
1.5
4.1
22.4
7.9
12.6
7.6
3.6
8.9
3.3
1.2
5.4
2
14.1
19.3
32.9
21.6
16.2
13.3
20.4
26.0
17.0
27.1
20.3
6.8
17.8
8.5
4.1
17.7
2.25
37.7
29.0
28.3
28.5
23.7
22.0
19.6
13.0
16.5
19.1
19.3
8.3
18.5
17.1
8.4
20.6
2.5
26.2
35.1
19.0
32.7
34.2
41.6
23.1
11.0
34.7
17.5
32.9
23.8
22.1
32.3
26.2
27.5
2.75
14.8
9.7
10.6
9.6
19.1
17.0
21.4
6.9
14.0
12.8
11.3
33.8
14.9
25.7
32.8
17.0
3
3.4
2.0
1.9
2.3
4.2
2.7
5.2
1.7
3.2
2.9
2.4
11.0
3.9
6.3
11.4
4.3
3.5
3.3
2.3
1.9
3.6
2.0
0.8
3.0
0.9
1.5
1.2
1.4
7.9
2.1
3.0
12.7
3.2
3.75
0.2
0.2
0.1
0.4
0.0
0.0
0.1
0.0
0.0
0.0
0.1
0.8
0.1
0.3
1.1
0.2
4
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.2
0.0
0.1
0.7
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.3
0.0
Totals
100.0
99.8
100.0
99.9
99.9
99.8
99.8
99.8
99.8
99.7
99.9
100.0
100.0
100.0
99.8
99.9
CaCO3%
1 1.5
2.2
3.1
2.0
1.6
3.1
3.4
14.1
5.6
8.1
5.0
4.9
12.3
5.8
4.7
5.2
PEBBLES
GRAVEL
p
SAND

TB-47 GRAIN SIZE ANALYSIS (INCREMENTAL RETAINED %)
Millimeters
PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-12' NAVD
16' NAVD
-20' NAVD
Average
-6.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-dik0
19.05
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.53
-3.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
1.7
0.0
0.0
0.0
0.0
0.0
0.2 PEBBLES
4.75
-2.25
0.1
0.0
0.0
0.0
0.0
0.0
0.4
0.4
0.4
0.5
0.0
0.0
0.1
0.5
0.0
0.1
4.00
-2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.4
0.4
0.0
0.0
0.0
0.1
0.1
0.0
0.1
2.80
-1.5
0.0
0.0
1 0.0
0.0
1 0.0
0.0
0.1
0.4
0.8
0.1
0.0
0.0
0.3
0.3
0.2
0.1 GRAVEL
2
-1
0.0
0.0
0.0
0.0
0.0
0.0
1 0.2
0.8
1.4
0.3
0.2
0.2
0.9
0.4
0.5
0.3
1.4
-0.5
0.1
0.0
0.0
0.0
0.0
0.2
0.6
1.9
2.5
0.8
0.4
0.3
1.9
0.7
0.6
0.7
1
0
0.0
0.0
0.0
0.0
0.1
0.7
1.0
3.3
4.2
1.2
0.7
0.6
3.0
0.6
0.4
1.0
0.71
0.5
0.0
0.0
0.0
0.0
0.2
3.5
1.6
8.3
6.8
2.6
0.9
1.4
5.5
0.9
0.5
2.1
0.5
1
0.0
0.2
0.1
0.3
0.7
8.4
3.2
15.3
9.4
3.4
1.3
1.6
8.3
1.0
0.6
3.6
0.36
1.5
0.1
4.1
2.6
4.0
5.5
17.3
8.3
20.6
12.0
9.5
1.8
3.7
10.1
2.5
1.0
6.9
0.25
2
3.1
35.2
29.3
23.5
28.4
24.6
30.3
28.4
29.5
57.0
11.6
10.5
10.5
7.9
3.1
22.2
0.21
2.25
20.3
31.4
30.2
25.5
25.1
13.1
32.1
15.5
25.3
15.9
32.2
15.7
9.4
12.5
6.5
20.7
0.18
2.5
54.3
18.3
19.7
32.3
23.7
18.9
18.6
4.0
6.4
4.2
31.4
28.1
17.2
26.9
20.3
21.6
0.15
2.75
1 15.8
8.4
9.2
8.4
10.6
10.1
3.2
0.6
0.3
2.2
1 14.6
24.4
1 20.9
28.0
37.1
12.9
0.13
3
3.3
1.4
3.2
2.1
2.4
2.0
0.0
0.1
0.0
0.6
3.6
7.8
6.8
9.1
15.2
3.8
0.09
3.5
2.5
0.9
5.2
3.4
3.1
0.9
0.0
0.1
0.0
0.1
1.4
5.2
4.2
7.2
11.3
3.0
0.08
3.75
0.2
0.0
0.4
0.4
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.3
0.3
0.6
1.4
0.2
0.06
4
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.4
0.6
0.1
Pan
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.4
0.0
Totals
99.8
99.8
99.7
99.7
99.7
99.5
99.2
1 99.6
1 100.0
99.6
99.8
99.8
99.6
99.6
99.7
99.7
CaCO3%
1 1.0
2.7
3.1
3.1
3.2
12.0
5.1
1 16.4
1 15.7
20.8
4.5
4.4
1 15.1
8.2
4.8
8.0

TB-52 GRAIN SIZE ANALYSIS
Millimeters
PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-12' NAVD
16' NAVD
-20' NAVD
Average
01&0-
725
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.05
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.53
-3.25
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.3
4.4
0.0
0.0
1.0
0.0
0.0
0.0
0.4
PEBBLES
4.75
-2.25
0.0
0.2
0.0
0.0
0.0
0.0
1.0
0.4
0.1
0.1
0.0
0.3
0.3
0.4
0.0
0.2
4.00
-2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.0
0.0
0.0
0.0
0.1
0.1
0.0
0.0
2.80
-1.5
1 0.0
0.1
1 0.0
0.0
1 0.0
0.0
1 0.5
0.8
0.1
1 0.2
0.1
1 0.4
0.3
1 0.4
0.3
0.2
GRAVEL
2
-1
1 0.0
0.1
1 0.0
0.0
1 0.0
0.0
1 0.4
1.2
0.1
0.4
0.2
1.0
1.2
0.5
0.7
0.4
1.4
-0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.6
2.2
0.4
0.7
0.4
1.8
2.7
0.7
1.2
0.7
bm
1
0
0.0
0.1
0.1
0.1
0.0
0.0
0.9
3.0
0.7
1.6
0.5
2.1
3.2
0.5
0.7
0.9
0.71
0.5
0.1
0.3
0.5
0.1
0.0
0.2
1.9
6.0
1.9
4.7
0.6
4.5
4.8
0.6
0.7
1.8
0.5
1
0.1
1.7
4.6
0.4
0.3
0.8
4.3
15.6
4.0
15.3
0.9
6.8
6.8
0.9
0.6
4.2
0.36
1.5
0.2
8.7
18.4
8.6
3.3
6.3
9.3
25.0
1 11.1
26.1
1 2.6
11.4
1 8.6
1.9
1 1.4
9.5
0.25
2
6.2
29.5
34.4
41.8
19.8
26.7
14.6
21.6
23.3
32.0
39.5
14.4
11.1
5.0
4.7
21.6
0.21
2.25
1 16.6
26.4
1 18.1
24.5
24.1
25.3
19.5
9.0
22.0
15.5
34.6
12.9
11.5
9.1
7.7
18.4
0.18
2.5
34.2
22.5
16.0
16.0
31.3
25.1
32.3
10.0
18.6
3.0
14.4
17.5
20.4
28.3
22.5
20.8
0.15
2.75
27.2
7.1
6.8
6.9
16.7
12.7
11.8
4.0
9.9
0.0
4.9
16.6
18.9
35.3
30.4
13.9
0.13
3
8.7
1.2
0.8
0.9
2.7
1.8
1.8
0.6
2.2
0.0
0.9
5.1
6.1
9.8
12.5
3.7
0.09
3.5
6.3
0.8
0.4
0.7
1.6
0.9
0.8
0.0
1.0
0.0
0.3
3.7
3.5
1 5.5
14.0
2.6
0.08
3.75
0.4
0.1
0.0
0.0
0.1
0.1
0.0
0.0
0.1
0.0
1 0.0
0.1
0.4
0.6
1.5
0.2
0.06
4
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.3
0.7
0.1
Pan
0.0
1 0.0
1 0.0
1 0.0
0.0
1 0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.2
0.0
SILT
Totals
1 99.8
1 99.6
1 99.9
1 99.8
1 99.7
1 99.8
1 99.8
99.7
99.8
99.7
99.7
99.8
99.8
100.0
100.0
99.8
CaCO3%
1 1.7
1 4.0
1 6.0
1 1.7
1 3.2
1 3.7
1 6.3
18.7
8.1
14.6
4.2
13.1
16.8
4.6
4.4
7.4

TB-57 GRAIN SIZE ANALYSIS (INCREMENTAL RETAINED %)
Millimeters
PHI Size
Dune Crest
Dune Toe
Mid Berm
MHW
Foreshore
Mid Tide
0' NAVD
MLW
Trough
Bar Crest
-6' NAVD
-8' NAVD
-12- NAVD
16' NAVD
-20' NAVD
Average
>75.00
-6.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.05
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.53
-3.25
0.0
0.0
0.0
0.0
0.0
0.0
0.4
0.0
0.0
1.4
0.0
1.9
0.0
0.0
0.0
0.2
PEBBLES
4.75
-2.25
0.0
0.0
0.0
0.0
0.0
0.0
0.7
0.2
0.5
0.1
0.0
0.7
0.0
0.5
0.2
0.2
4.00
.2
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.1
0.6
0.3
0.0
0.4
0.0
0.1
0.3
0.1
2.80
-1.5
1 0.0
0.0
1 0.0
0.0
1 0.0
0.0
1 0.3
0.1
1 0.7
0.2
0.2
0.8
0.2
0.3
1 0.5
0.2
GRAVEL
2
-1
0.0
0.0
0.0
0.0
0.0
0.0
0.4
0.1
1.7
0.5
0.4
2.0
0.6
0.7
0.4
0.5
1.4
-0.5
0.0
0.0
0.0
0.0
0.0
0.1
0.7
0.3
2.8
1.3
1.2
2.9
0.9
1.1
0.6
0.8
1
0
0.0
0.0
0.1
0.0
0.0
0.2
1.3
0.3
5.3
2.7
1.1
4.0
1.0
1.0
0.4
1.1
0.71
0.5
0.0
0.1
0.1
0.2
0.0
0.4
3.0
1.3
10.8
6.8
3.4
6.9
1.3
1.3
0.4
2.4
0.5
1
0.2
2.4
1.0
1.5
0.1
0.9
6.4
3.7
17.1
13.0
5.0
10.4
1.6
1.9
0.4
4.4
0.36
1.5
0.3
15.8
9.4
12.9
2.4
4.5
13.0
17.5
17.8
15.2
10.6
12.1
3.5
2.9
0.9
9.3
0.25
2
2.6
44.0
34.0
33.7
24.0
27.5
18.0
39.1
15.8
17.4
23.6
12.2
10.4
5.8
2.4
20.7
0.21
2.25
12.0
19.0
24.2
22.1
30.6
32.0
27.8
26.0
10.0
11.8
18.4
10.0
15.8
11.9
4.6
18.4
SAND
0.18
2.5
60.1
12.5
22.0
18.1
33.4
21.6
23.4
8.0
11.5
15.0
19.9
16.2
27.0
29.6
12.6
22.1
0.15
2.75
17.7
4.7
7.7
9.1
8.0
9.8
3.9
2.5
4.3
10.2
13.2
14.1
22.8
27.2
29.6
12.3
0.13
3
4.0
0.7
0.9
1.6
1.0
2.1
0.4
0.4
0.7
2.4
1.9
3.7
8.0
8.6
14.5
3.4
0.09
3.5
2.6
0.4
0.6
0.6
0.5
0.8
0.0
0.2
0.2
1.3
0.8
1.6
6.3
5.7
24.7
3.1
0.08
3.75
0.2
0.1
0.1
0.0
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.4
0.8
3.5
0.3
0.06
4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.3
2.0
0.2
Pa
0.0
1 0.0
0.0
1 0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.2
1.4
0.1
Totals
99.8
99.8
99.9
99.8
99.1
99.8
99.8
99.7
99.6
99.7
99.6
99.8
100.0
99.9
99.3
99.8
CaCO3%
1 1.7
1 4.5
1 5.1
1 4.9
1 2.3
4.2
11.8
8.0
25.0
16.1
7.1
25.0
3.9
7.4
6.8
8.9

SURF CITY GRAIN SIZE ANALYSIS (INCREMENTAL RETAINED %)
Millimeters
PHI Size
TB-27
TB-32
TB-37
TB-42
TB-47
TB-52
TB-57
Average
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.05
-4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
PEBBLES
9.53
-3.25
0.2
0.0
0.1
0.2
0.2
0.4
0.2
0.2
4.75
-2.25
0.1
0.1
0.1
0.0
0.1
0.2
0.2
0.1
4.00
-2
0.1
0.1
0.1
0.0
0.1
0.0
0.1
0.1
GRAVEL
2.80
-1.5
0.1
0.1
0.1
0.1
0.1
0.2
0.2
0.1
2
-1
0.2
0.3
0.2
0.1
0.3
0.4
0.5
0.3
1.4
-0.5
0.5
0.6
0.5
0.3
0.7
0.7
0.8
0.6
1
0
0.8
0.8
0.7
0.4
1.0
0.9
1.1
0.8
0.71
0.5
1.5
1.5
1.2
0.9
2.1
1.8
2.4
1.6
0.5
1
2.7
2.8
2.0
1.9
3.6
4.2
4.4
3.1
SAND
0.36
1.5
7.4
8.2
6.3
5.4
6.9
9.5
9.3
7.6
0.25
2
23.6
26.7
26.0
17.7
22.2
21.6
20.7
22.6
0.21
2.25
19.0
23.8
24.0
20.6
20.7
18.4
18.4
20.7
0.18
2.5
22.3
20.7
24.3
27.5
21.6
20.8
22.1
22.8
0.15
2.75
15.3
10.3
10.0
17.0
12.9
13.9
12.3
13.1
0.13
3
3.7
2.4
2.3
4.3
3.8
3.7
3.4
3.4
0.09
3.5
2.1
1.4
1.7
3.2
3.0
2.6
3.1
2.5
0.08
3.75
0.1
0.1
0.1
0.2
0.2
0.2
0.3
0.2
0.06
4
0.0
0.0
0.0
0.1
0.1
0.1
0.2
0.1
ParCaCO3%
0.1
0.0
0.0
0.0
0.0
0.0
0.1
0.0
als
100.0
99.9
99.8
99.9
99.7
99.8
99.8
99.8
6.9
4.4
5.7
5.2
8.0
7.4
8.9
6.6

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-27
•
SP
#200 - 0.301
#230 - 0.30
6.90
2.17
2.03
2.56
15.93
0.72
Project Name:
Surf CityBeach Nourishment Project 2
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-32
p
•
SP
#200-0.00
#230 - 0.00
4.40
2.09
1.97
2.04
10.94
0.66
Project Name:
1
Surf City Beach Nourishment Pro'ect 2
ty 1
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-37
•
SP
#200 - 0.101
#230 - 0.10
5.70
2.13
2.01
2.65
17.07
0.65
Project Name:
Surf CityBeach Nourishment Project 2
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-42
p
•
SP
#200-0.10
#230 - 0.00
5.20
2.27
2.16
2.77
20.9
0.64
Project Name:
1
Surf City Beach Nourishment Pro'ect 2
ty 1
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-47
•
SP
#200 - 0.201
#230 - 0.10
8.00
2.15
2
2.26
12.92
0.77
Project Name:
Surf CityBeach Nourishment Project 2
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-52
p
•
SP
#200-0.30
#230 - 0.20
7.40
2.14
1.96
2.51
14.46
0.84
Project Name:
1
Surf City Beach Nourishment Pro'ect 2
ty 1
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
T
7
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
Composite TB-57
•
SP
#200 - 0.301
#230 - 0.10
8.90
2.14
1.95
2.08
11.02
0.84
Project Name:
Surf CityBeach Nourishment Project 2
Comments:
Analysis Date:
05-24-18
Depths and elevations based on measured values
Analyzed By:
SJF
TI =, oastal
S E R V I C E s, 1 P4 c.
TI Coastal Services, Inc.
ph
fax
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD 88
8

100
90
80
70
m
m 60
0
T
7
50
W
m 40
cfl
3
30
20
10
0
1
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
0
10
20
30
Z
rn
40
T
m
N
50
m
0
U
60 a0i
N
a
70
80
90
100
D1
W Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
I Kurt
I Sort
Sample Information
rf City Native Composite,
z
SIP#2so-o.o0
#200 - 0.10
6.60
2.16
2.01
2.43
1 14.73
0.74
Project Name:
Surf City Beach Nourishment Project 2
Comments:
Analysis Date:
05-24-18
U
Depths and elevations based on measured values
Analyzed By:
SJF
U)
TI Coastal Services, Inc.
Fasting (X, ft):
Northing (Y, ft):
zTI =, oastal
W
ph
Horizontal System:
NAD 1983
w SERVICES, INC.
0
faX
Vertical System:
NAVD 88
8

Granularmetric Report
Depths and elevations based on measured values
TI ; �asta
t 2018 S E F2 V I G EE S, I N C.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-27
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SIP
Munsell:
Comments:
Dry Weight (g):
100.00
Wash Weight (g):
100.00
Pan Retained (g):
0.10
Sieve Loss (%):
0.20
Fines / ):
#20 -0.30
#230 - 0.30
Organics (%):
Carbonates (%):
6.90
Shells (%):
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.20
0.20
0.20
0.20
4
-2.25
4.76
0.10
0.10
0.30
0.30
5
-2.00
4.00
0.10
0.10
0.40
0.40
7
-1.50
2.83
0.10
0.10
0.50
0.50
10
-1.00
2.00
0.20
0.20
0.70
0.70
14
-0.50
1.41
0.50
0.50
1.20
1.20
18
0.00
1.00
0.80
0.80
2.00
2.00
25
0.50
0.71
1.50
1.50
3.50
3.50
35
1.00
0.50
2.70
2.70
6.20
6.20
45
1.50
0.35
7.40
7.40
13.60
13.60
60
2.00
0.25
23.60
23.60
37.20
37.20
70
2.25
0.21
19.00
19.00
56.20
56.20
80
2.50
0.18
22.30
22.30
78.50
78.50
100
2.75
0.15
15.30
15.30
93.80
93.80
120
3.00
0.13
3.70
3.70
97.50
97.50
170
3.50
0.09
2.10
2.10
99.60
99.60
200
3.75
0.07
0.10
0.10
99.70
99.70
230
4.00
0.06
0.00
0.00
99.70
99.70
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.83
2.59
2.46
2.17
1.74
1.55
0.78
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
2.03
0.24
0.72
-2.56
15.93

Granularmetric Report
Depths and elevations based on measured values
TI ; �asta
t 2018 S E F2 V I G EE S, I N C.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-32
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SIP
Munsell:
Comments:
Dry Weight (g):
99.90
Wash Weight (g):
99.90
Pan Retained (g):
0.00
Sieve Loss (%):
0.00
Fines / ):
#20 - 0.00
#230 - 0.00
Organics (%):
Carbonates (%):
4.40
Shells (%):
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.00
0.00
0.00
0.00
4
-2.25
4.76
0.10
0.10
0.10
0.10
5
-2.00
4.00
0.10
0.10
0.20
0.20
7
-1.50
2.83
0.10
0.10
0.30
0.30
10
-1.00
2.00
0.30
0.30
0.60
0.60
14
-0.50
1.41
0.60
0.60
1.20
1.20
18
0.00
1.00
0.80
0.80
2.00
2.00
25
0.50
0.71
1.50
1.50
3.50
3.50
35
1.00
0.50
2.80
2.80
6.30
6.31
45
1.50
0.35
8.20
8.21
14.50
14.51
60
2.00
0.25
26.70
26.73
41.20
41.24
70
2.25
0.21
23.80
23.82
65.00
65.07
80
2.50
0.18
20.70
20.72
85.70
85.79
100
2.75
0.15
10.30
10.31
96.00
96.10
120
3.00
0.13
2.40
2.40
98.40
98.50
170
3.50
0.09
1.40
1.40
99.80
99.90
200
3.75
0.07
0.10
0.10
99.90
100.00
230
4.00
0.06
0.00
0.00
99.90
100.00
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.72
2.48
2.37
2.09
1.70
1.53
0.77
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
1.97
0.26
0.66
-2.04
10.94

Granularmetric Report
Depths and elevations based on measured values
TI ; �asta
t 2018 S E F2 V I G EE S, I N C.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-37
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SIP
Munsell:
Comments:
Dry Weight (g):
99.80
Wash Weight (g):
99.80
Pan Retained (g):
0.00
Sieve Loss (%):
0.10
Fines / ):
#20 - 0.10
#230 - 0.10
Organics (%):
Carbonates (%):
5.70
Shells (%):
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.10
0.10
0.10
0.10
4
-2.25
4.76
0.10
0.10
0.20
0.20
5
-2.00
4.00
0.10
0.10
0.30
0.30
7
-1.50
2.83
0.10
0.10
0.40
0.40
10
-1.00
2.00
0.20
0.20
0.60
0.60
14
-0.50
1.41
0.50
0.50
1.10
1.10
18
0.00
1.00
0.70
0.70
1.80
1.80
25
0.50
0.71
1.20
1.20
3.00
3.01
35
1.00
0.50
2.00
2.00
5.00
5.01
45
1.50
0.35
6.30
6.31
11.30
11.32
60
2.00
0.25
26.00
26.05
37.30
37.37
70
2.25
0.21
24.00
24.05
61.30
61.42
80
2.50
0.18
24.30
24.35
85.60
85.77
100
2.75
0.15
10.00
10.02
95.60
95.79
120
3.00
0.13
2.30
2.30
97.90
98.10
170
3.50
0.09
1.70
1.70
99.60
99.80
200
3.75
0.07
0.10
0.10
99.70
99.90
230
4.00
0.06
0.00
0.00
99.70
99.90
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.73
2.48
2.39
2.13
1.76
1.59
1.00
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
2.01
0.25
0.65
-2.65
17.07

Granularmetric Report
Depths and elevations based on measured values
TI ; �asta
t 2018 S E F2 V I G EE S, I N C.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-42
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SIP
Munsell:
Comments:
Dry Weight (g):
99.90
Wash Weight (g):
99.90
Pan Retained (g):
0.00
Sieve Loss (%):
0.00
Fines / ):
#20 - 0.10
#230 - 0.00
Organics (%):
Carbonates (%):
5.20
Shells (%):
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.20
0.20
0.20
0.20
4
-2.25
4.76
0.00
0.00
0.20
0.20
5
-2.00
4.00
0.00
0.00
0.20
0.20
7
-1.50
2.83
0.10
0.10
0.30
0.30
10
-1.00
2.00
0.10
0.10
0.40
0.40
14
-0.50
1.41
0.30
0.30
0.70
0.70
18
0.00
1.00
0.40
0.40
1.10
1.10
25
0.50
0.71
0.90
0.90
2.00
2.00
35
1.00
0.50
1.90
1.90
3.90
3.90
45
1.50
0.35
5.40
5.41
9.30
9.31
60
2.00
0.25
17.70
17.72
27.00
27.03
70
2.25
0.21
20.60
20.62
47.60
47.65
80
2.50
0.18
27.50
27.53
75.10
75.18
100
2.75
0.15
17.00
17.02
92.10
92.19
120
3.00
0.13
4.30
4.30
96.40
96.50
170
3.50
0.09
3.20
3.20
99.60
99.70
200
3.75
0.07
0.20
0.20
99.80
99.90
230
4.00
0.06
0.10
0.10
99.90
100.00
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.91
2.63
2.50
2.27
1.94
1.69
1.10
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
2.16
0.22
0.64
-2.77
20.9

Granularmetric Report
Depths and elevations based on measured values
TI ;Coastal
t 2018 S E F2 v I C E S. INC.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-47
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SP
Munsell:
Comments:
Dry Weight (g):
99.70
Wash Weight (g):
99.70
Pan Retained (g):
0.00
Sieve Loss (% ):
0.10
Fines / ):
#20 0 - 0.20
#230 - 0.10
Organics (% ):
Carbonates (% ):
8.00
Shells
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.20
0.20
0.20
0.20
4
-2.25
4.76
0.10
0.10
0.30
0.30
5
-2.00
4.00
0.10
0.10
0.40
0.40
7
-1.50
2.83
0.10
0.10
0.50
0.50
10
-1.00
2.00
0.30
0.30
0.80
0.80
14
-0.50
1.41
0.70
0.70
1.50
1.50
18
0.00
1.00
1.00
1.00
2.50
2.51
25
0.50
0.71
2.10
2.11
4.60
4.61
35
1.00
0.50
3.60
3.61
8.20
8.22
45
1.50
0.35
6.90
6.92
15.10
15.15
60
2.00
0.25
22.20
22.27
37.30
37.41
70
2.25
0.21
20.70
20.76
58.00
58.17
80
2.50
0.18
21.60
21.66
79.60
79.84
100
2.75
0.15
12.90
12.94
92.50
92.78
120
3.00
0.13
3.80
3.81
96.30
96.59
170
3.50
0.09
3.00
3.01
99.30
99.60
200
3.75
0.07
0.20
0.20
99.50
99.80
230
4.00
0.06
0.10
0.10
99.60
99.90
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.90
2.58
2.44
2.15
1.72
1.52
0.55
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
2
0.25
0.77
-2.26
12.92

Granularmetric Report
Depths and elevations based on measured values
TI ;Coastal
t 2018 S E F2 v I C E S. INC.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-52
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SP
Munsell:
Comments:
Dry Weight (g):
99.80
Wash Weight (g):
99.80
Pan Retained (g):
0.00
Sieve Loss (% ):
0.20
Fines / ):
#20 0 - 0.30
#230 - 0.20
Organics (% ):
Carbonates (% ):
7.40
Shells
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.40
0.40
0.40
0.40
4
-2.25
4.76
0.20
0.20
0.60
0.60
5
-2.00
4.00
0.00
0.00
0.60
0.60
7
-1.50
2.83
0.20
0.20
0.80
0.80
10
-1.00
2.00
0.40
0.40
1.20
1.20
14
-0.50
1.41
0.70
0.70
1.90
1.90
18
0.00
1.00
0.90
0.90
2.80
2.81
25
0.50
0.71
1.80
1.80
4.60
4.61
35
1.00
0.50
4.20
4.21
8.80
8.82
45
1.50
0.35
9.50
9.52
18.30
18.34
60
2.00
0.25
21.60
21.64
39.90
39.98
70
2.25
0.21
18.40
18.44
58.30
58.42
80
2.50
0.18
20.80
20.84
79.10
79.26
100
2.75
0.15
13.90
13.93
93.00
93.19
120
3.00
0.13
3.70
3.71
96.70
96.89
170
3.50
0.09
2.60
2.61
99.30
99.50
200
3.75
0.07
0.20
0.20
99.50
99.70
230
4.00
0.06
0.10
0.10
99.60
99.80
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.87
2.59
2.45
2.14
1.65
1.38
0.55
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
1.96
0.26
0.84
-2.51
14.46

Granularmetric Report
Depths and elevations based on measured values
TI ;Coastal
t 2018 S E F2 v I C E S. INC.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Composite TB-57
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SP
Munsell:
Comments:
Dry Weight (g):
99.80
Wash Weight (g):
99.80
Pan Retained (g):
0.10
Sieve Loss (% ):
0.00
Fines / ):
#20 0 - 0.30
#230 - 0.10
Organics (% ):
Carbonates (% ):
8.90
Shells
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.20
0.20
0.20
0.20
4
-2.25
4.76
0.20
0.20
0.40
0.40
5
-2.00
4.00
0.10
0.10
0.50
0.50
7
-1.50
2.83
0.20
0.20
0.70
0.70
10
-1.00
2.00
0.50
0.50
1.20
1.20
14
-0.50
1.41
0.80
0.80
2.00
2.00
18
0.00
1.00
1.10
1.10
3.10
3.11
25
0.50
0.71
2.40
2.40
5.50
5.51
35
1.00
0.50
4.40
4.41
9.90
9.92
45
1.50
0.35
9.30
9.32
19.20
19.24
60
2.00
0.25
20.70
20.74
39.90
39.98
70
2.25
0.21
18.40
18.44
58.30
58.42
80
2.50
0.18
22.10
22.14
80.40
80.56
100
2.75
0.15
12.30
12.32
92.70
92.89
120
3.00
0.13
3.40
3.41
96.10
96.29
170
3.50
0.09
3.10
3.11
99.20
99.40
200
3.75
0.07
0.30
0.30
99.50
99.70
230
4.00
0.06
0.20
0.20
99.70
99.90
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.91
2.57
2.44
2.14
1.64
1.33
0.39
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
1.95
0.26
0.84
-2.08
11.02

Granularmetric Report
Depths and elevations based on measured values
TI ; �asta
t 2018 S E F2 V I G EE S, I N C.
TI Coastal Services, Inc.
ph
fax
Project Name: Surf City Beach Nourishment Proje
Sample Name: Surf City Native Composite
Analysis Date: 05-24-18
Analyzed By: SJF
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
USCS:
SIP
Munsell:
Comments:
Dry Weight (g):
99.90
Wash Weight (g):
99.90
Pan Retained (g):
0.00
Sieve Loss (%):
0.00
Fines / ):
#20 - 0.10
#230 - 0.00
Organics (%):
Carbonates (%):
6.60
Shells (%):
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.20
0.20
0.20
0.20
4
-2.25
4.76
0.10
0.10
0.30
0.30
5
-2.00
4.00
0.10
0.10
0.40
0.40
7
-1.50
2.83
0.10
0.10
0.50
0.50
10
-1.00
2.00
0.30
0.30
0.80
0.80
14
-0.50
1.41
0.60
0.60
1.40
1.40
18
0.00
1.00
0.80
0.80
2.20
2.20
25
0.50
0.71
1.60
1.60
3.80
3.80
35
1.00
0.50
3.10
3.10
6.90
6.91
45
1.50
0.35
7.60
7.61
14.50
14.51
60
2.00
0.25
22.60
22.62
37.10
37.14
70
2.25
0.21
20.70
20.72
57.80
57.86
80
2.50
0.18
22.80
22.82
80.60
80.68
100
2.75
0.15
13.10
13.11
93.70
93.79
120
3.00
0.13
3.40
3.40
97.10
97.20
170
3.50
0.09
2.50
2.50
99.60
99.70
200
3.75
0.07
0.20
0.20
99.80
99.90
230
4.00
0.06
0.10
0.10
99.90
100.00
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.84
2.56
2.44
2.16
1.73
1.53
0.69
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
2.01
0.25
0.74
-2.43
14.73

I
m
A4
".
r•�'f � -�` .. .ice W� �' _
12
DREDGE SLIDE SLOPES (3:1)
DREDGE SLIDE SLOPES (3:1)
DREDGE EXCAVATION TO -20' NAVD$38
Spider Map
polygons used
to determine
volume
represented by
each core.
r
B-2
_ � I
It: IF, a
xow
a
ah B-3
DREDGE SLIDE SLOPE :1)
s �p
B-7
0
DREDGE EXCAVATION TO -20 NAVD88
m
un
w
a
0
LU
0
0
w
0
CENTERLINE
DREDGE SLIDE SLOPES (3:1)
Ysn
yy� Ali-y p
'�"d✓" �-✓.4.fe:.*. y_q"`�
�b
•. n
S&ME Historical Geotechnical Testing
2005 Borings _ . s �- =; RF'``
2007 Borings
�} ,
02011/2012 Borings
Notes:
Surf City Hurricane Florence Dune Restoration - Phase 2 1 Horizontal Datum: NC State Plane - Zone 3200, NAD83, Survey Feet.
2. Vertical Datum: NAVD88
TI o a sta I Vertical Datum Town Of Surf City 3. Layout designed by Tl Coastal on September 2an r2017.
epro
Conversion 4. Cares collected in 2005, 2007, and 2011/2012 and represent conditions at that time
Pender and Onslow Count North Carolina Graphic Scale
rvnvp99 County, S. 2016 Aerial downloaded from NC OneMap GeoSpatial Portal.
01 150• 300• 300• 6. Core locations and Top of Hole elevations are approximate and scaled off of location
' t.00•
rvGVD29 ST Wooten Geotechnical Survey Scale: l"=300' maps provided by S&ME.
TI Coastal Services, Inc.
387-B N. Green Meadows Drive DWG NAME: ST Wooten Excavation Layout.dwg
Wilmington, NC 28405 Historic Core Locations and Spider Map Layout DWG DATE: August 6, 2019 SURVEY DATE: Spring 2017&2019
910.821.1358
SCALE: 1" = 300' SHEET: 1 OF 1

s
ff),
%- tvim
or f If
1.
S.T. Wooten Corporation
Post Office Box 2408
Wilson, North Carolina 27894
Attention: Mr. Chris Crooan
Reference: Soil Test Boring Logs and Laboratory Testing
Proposed Asphalt Plant — Sand Pit Borrow Area
Sutton Lake Road
Wilmington, North Carolina
Job No. 1061-05-536
Dear Mr. Croons:
In accordance with S&ME Proposal 969-05 dated September 19, 2005 and revised scope of services
dated October 10, 2005, S&ME, Inc. has completed the authorized field work and laboratory testing.
Subsurface conditions within the sandpit borrow area were evaluated with 10 soil test borings at
locations selected by S.T. Wooten personnel. Two additional requested borings, B-6 and B-7, have not
been performed due to flooding at the site. We understand from our conversation with Mr. Reade
Dawson that these borings may be eliminated from our scope of work.
These borings were advanced to depths of approximately 20 to 75 feet below the existing ground
surface using wash boring drilling procedures with a CME-45 drill rig mounted on a tow -behind
trailer. Within each boring, samples of subsurface soils were taken at 2.5-foot intervals above a
depth of 10 feet and at 5-foot intervals below 10 feet using a split -spoon sampler. Standard
penetration testing was performed in conjunction with split -spoon sampling in general accordance
with ASTM D 1586. At completion of the drilling operations, representative portions of the split -
spoon samples were returned to our laboratory for visual classification and laboratory testing. The
samples were classified in general accordance with Unified Soil Classification System guidelines.
Laboratory testing consisted of grain size analysis in general accordance with the ASTM D422.
A Boring Location Plan, which is included as Figure 1, indicates the boring locations which should
be considered approximate. Test Boring Records, a Generalized Subsurface Profile (Figure 2), and
laboratory test data presenting the subsurface information obtained are also included in this letter.
S&ME, Inc- [phone]
6409 Amsterdam Way, Building B-3 [phone] Fax

S.T. Wooten. Corporation
S&ME Project No. 1061-05-536
October 20, 2005
Page 2
We appreciate having the opportunity to provide our services during this phase of the project. if you
have any questions after reviewing this letter, please do not hesitate to contact us.
Sincerely,
S&ME, INC.
�s
Philip M. Byrd
Geotechnical Department Manager
PMB:RGM Tjns
Attachments
Randy Martin, P.E.
Branch Manager

4�-
/� �W5TL+Nk' HAILROAO _� --�•
_�_ �.._._--- ---�.� - �W4 .� v— -- I I s 14•
i
L�'- . c °°
B-3
flu,
12
f j "• ,
Io
'• I B
B-7
r T
I t 4 t
'' t UwFS, t7 - q
$ I ® t B.1 -1 # I A F� L
B-9 I � � • •
•: ia•r"i''i''0f° Nlr/a onr 12!
Note: Site plan drawing provided to S&ME by S.T. Wooten Corporation personnel.
LEGEND SCALE: NOT TO SCALE BORING LOCATION PLAN
(�b Approximate CHECKED BY: PIMB PROPOSED ASPHALT PLANT
Boring
LAKE ROAD
Location DRAWN BY: JNS ENGINEERING TESTING WILMINGTON, NORTH CAROLINA
DATE: 10-13-05 ENVIRONMENTAL SERVICES JOB NUMBER, 1061-05-636
In
FIGURE
NUMBER
1

30
20
N
1a
C]
? 0
J
ut
-10
-20
-30
-40
-50
-60
GENERALIZED SUBSURFACE CONDITIONS
B-1
5-2
N.. .....
.N........ ...8.g..............
10
7 N
--
8
7
13 �7
�L 8
13
.7....
:;.
2-1
33 9
1
30
28 17
B-12
.......... ..................
...................
,.,,...
.........................
.................
N...... ,...................
9
B-11
Q
6
B 5
0-8
e-9
B-10
N
; '
6
6-4
.........V
. N..........
.
N. .....
.......
. ...
....... .N .......
o.......,,
-12............... ..........
N
4
4
12
7
9''
3
Q
WOH
21
11
SZ
3
.'
1a........ 21... , ._ 11........
1.1.......
12 .......
10........
`.:
21. .....................
13
20
13
10
22
13
31
13
18
36
2A........
i.g .
17.
......
47
..........
23
.r.
29......
, .;';
54. .
20
7
32
13
11
33
47
12.-......
......
I�...
22.......
3Q.......................
14
15
16
14
16
18
23
17
26......,J
8
24
24
..
13
12...........................................
1b777
17
21..........................._.......,...........
..............,......................................
..............
22
45
26
A& ...........................
_............,......
..............................................................................
69
5013,
5Q12..................................
.......
.....................
..........................................
5012,
......
501..4..............
............
....... ........
...........................,.............................
0 10 20 30 40 50 60 70 80 90 100
Topsoil SM. Silty Sand
SP/SC, Poorly -graded Sand with Clay
Poorly -graded Sand
SC, C#ayay Sand
N Standard Penetration Test resistance value (blows per toot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations.
SCALE: (v) 1 ° = 22' 8409 Amsterdam Way GENERALIZED SUBSURFACE CONDITIONS
CHECKED BY: P. Byrd EWilmingtort, NC 28405 Sutton Lake Road - Asphalt Plant
as rE 1012112005 [phone]
[phone] fax
JOB NO 1061-05-536 ENIARNONMEWALSERVIC 5 www.sl' einc.cotli Wilmington, North Carolina
FIGURE
NO,
2

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-1
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 1016105
ELEVATION: 20.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH: 25.0 ft
seasonal and climatic changes and may be higher
LOGGED BY, P. Byrd
WATER LEVEL: T
at other times of the year.
DRILLER: G_ isister
DRILL RIG: CME45
j
W
z
STANDARD PENETRATION TEST DATA
a
CL o
MATERIAL DESCRiPTlON
CL
j w
(blows/ft)
N-Value
I
o
Ui
ut
fQO
z
LU
10 20 30 fiQ 80
To soil
Loose Tan -Brown Slightly Clayey Fine SAHA
(SP-SC)
10
Loose Brown Medium to Fine SAND (SP)
s
5
•.
15.0
7
Loose Tan -Brown Medium to Fine SAND (SP)
_
9
1Q
1Q.0
Medium Dense Light Gray Medium. to Fine SAND
(SP)
21
15
5.Q
27
20
0.0
30
25
-5.0
Boring terminated 25 feet below the existing ground
surface.
3Q
i
-10.Q
NOTES:
1. THIS LOG IS ONLY A POR77ON OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGE T HER WaH
THAT REPORT.
2. BORING, SAMPLING AND PENETRA TION TEST DATA IS IN
GENERAL ACCORDANCE WIT}! ASTM 0-1586.
3, PENETRA7TON fN-VALUEI IS THE NUMBER OF BLOWS OF T40 LB.
HAMMER FALLING 30 IN. REQUIREi] TO DRIVE 1.4IN. I.D. SAMPLER
1FT
4. STRATfFICA770NAND GROUNDWAiERDEPTHS ARENDTEXACT
5. WATER LEVEL fS AT TIME OF EXPL.CRAPON AND WA_L VARY
Page 1 of 1
S&ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington, NC 28405

PROJECT. Sutton take Road - Asphalt Plant
Wiirnington, forth Carolina
TEST BORING RECORD S-2
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 1016105
ELEVATION: 20.0 it
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH: 26.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 8'
at other times of the year.
DRILLER: G. Eister
DRIt.1_ RIG: CME-45
Ul ?
O
STANDARD PENETRATION TEST DATA
r Z
U
CL o
MATERIAL DESCRIPTION
W
a-
r ®
m
(b1cwsl8)
N•Value
m
n
W
c�
10 20 34 so s4
To soil
_
Loose Tarn -Brown Slightly Clayey Fine SAND
(SP-SC)
7
Medium Dense Brown Medium to Fine SAND with
Rock Fragments (SP)
13
5
15.4
Medium Dense to Dense Tarr Medium to Fine
SAND (SP)
13
Q
19
10
10.0
33
15
5.0
Medium Dense light Gray Fine SAND (SP)
i
21
24
0.0
I
28
25
-5.0
Boring terminated 25 feet below the existing ground
surface.
30
-10.0
1.
1
1
11h
I
NO S:
1. T41S L OG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECTAND MUST ONLY BE USED TOGETHER WITH
)-HAT REPORT.
2. BORING, SAMPLING AND PENETRATION :TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM V-1586.
3. PENETRATION IN -VALUE, IS THE:NUNBER OF BLOWS OF ;40LB.
HAMMER FALLING 30 IN. REQIJfRED TO DRIVE 1.4IN. 1.D. SAMPLER
i FT.
e, STRATIRCATICIJ AND GRO UNDWA TER DEPTHS ARE NOT EXACT,
5. WATER I_E'1EL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
S 4&,-M- - E
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Wav
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-3
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 1016105
ELEVATION: 16.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH: 20.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 3'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
U
J
LU
O
STANDARD PENETRATION TEST DATA
a. o
MATERIAL DESCRIPTION
w
(biowslft)
N Value
�9
1
F
<a
W"
z
w
10 20 so so $o
Ta soil
Loose Dark Gray Fine to Medium SAND (SP)
8
Loose Tan -Gray Medium to Fine SAND (SP)
-
7
Loose Tan Medium to Fine SAND (SP)
7
9
10
6A
Medium Dense Light Gray Medium to Fine SAND
(SP)
18
15
1-a
Medium Dense Tan and Orange Medium to Fine
SAND (SP)
17
20
-4'0
Borng terminated 20 feet below the existing ground
surface.
25
9.0
3fl
-14_fl
NOTS:
Y. THIS LOG IS ONLY A PDRTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THATREPORT.
2. BORING. SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM 0-1586,
3. PENETRATION (N-VALUEI IS THE NUMBER OF BLOWS OF'40 L.S.
HAMMER FALLING 30 7N REQUIRED TO DRNE 1.4 IN. l.D. SAMPLER
I FT.
3_ STRATIFICATIONANOGROUNDWATER DEPTHS ARE NOT EXACT
.
5. WATER LEVEL IS AT TIME OF EXPLORATON A VD WILL VARY.
Page 1 Of 9
*S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, forth Carolina
TEST BORING RECORD B-4
1061-0"36
NOTES: Boring location and elevation should be
DATE DRILLED: 1016105
ELEVATION: 16.0 ft
considered approximate- Wafter levels were taken
at time of boring. Water levels fluctuate with
seasonal and climatic changes and may be higher
DRILLING METHOD: Wash Boring
BORING DEPTH: 74.4 it
LOGGED BY: P. Byrd
WATER LEVEL: 7'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
U
1
j
W W
O
STANDARD PENETRATION TEST DATA
F-
0.
c7
o
MATERIAL DESCRIPTION
-1
a
pZr(blowslft)
;
N-Value
m
<J
w
a�
rn Z
w
10 20 30 6080
To soil
Medium Dense Dario Gray Slightly Clayey Fine to
Medium SAND (SP-SC)
11
Medium Dense to Loose Tan Medium to Fine SAND
(SP)
12
5
=
11.0
13
10
10
6.0
Medium Dense Light Gray Medium to Fine SAND
(SP)
24
15
1.0
Medium Dense Light Gray Medium to Fine SAND
with Trace of Small Sized GravellCoarse Sand (SP)
20
20
-4.0
Medium Dense Tan Medium to Fine SAND (SP)
12
25
-9.0
Medium Dense Light Gray Medium to Fine SAND
(SP)
16
30
-14-0
Medium Dense Light Gray Medium to Fine SAND
(SP)
26
NOTES:
1- THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
Z. BORING, SAMPLING AND PENETRATfCN TEST DATA fS 1N
GENERAL ACCORDANCE ;MTH ASTM 0-1566.
3. PENETRATION rN-VALUE? IS THE NUMBER OF HLCWS OF 140 L8.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4IN. LD. SAMPLER
fPT
a STRATIFICATION ANC GROUNDWATER DEPTHS ARE NOTEXACT.
5 WATER LEVEL !S A7 TIME OF EXPLORATION AND SMLL VARY.
Page 1 of 3
*S&fAE
ENGINEERING � TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD 13-4
1061-05S36
NOTES: Boring location and elevation should be
DATE DRILLED: 1016105
ELEVATION: 16.0 ft
considered approximate. Water levels were taken
at time of boring. Wafter levels fluctuate with
seasonal and climatic changes and may be higher
DRILLING METHOD: Wash Boring
BORING DEPTH: 74.4 R
LOGGED BY: P, Byrd
WATER LEVEL: 7'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME45
7
w
p
STANDARD PENETRATION TEST DATA
0 W
a o
MATERIAL DESCREPTiQIV
§ ID
(bl°wstR)
N-Value
w "
U
o
w `"
W
10 za 30 so ao
j
See soil description on previous page.
Medium Dense Tan Medium to Fine SAND with
Clay Layers (SP)
X.
15
�{0
-24.0
f' f
Medium Dense Dark Gray Clayey Medium to
Coarse SAND with Some Small Sized Gravel (SC)
21
45
-29.0
Dense to Very Dense Dark Gray Clayey Fine BAN©
45
50
34.0
A 'r
56
55
-39.0
60
` r l'.
-44.0
501
3„
501
65
.: ;,
'r.
-49.0
Z
NOTES
r. TI-US LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER N?TH
THAT REPORT.
2_ BORING. SArfPLING A.ND PENETRATION TEST DATA IS IN
GENERAL AC--ORDANCE WITH ASTM 0-T586.
3. PENETRATION !*VALUE) IS THE NUMBER OF BLOWS OF '40 L8.
HAMMER FAL_.NG 3O IN. REpUIRED TO DRIVE 7.4IN. I.D. SAMPLER
FT
4, STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WA TER LEVZL IS AT 71ME OF EXPLORATION AND WILL VARY
Page 2 of '?
*S&ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-4
1061-05-056
NOTES: Boring location and elevation should be
DATE DRILLED: 1016105
ELEVATION: 16.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
seasonal and climatic changes and may be higher
DRILLING METHOD: Wash Boring
BORING DEPTH:74.4 ft
LOGGED BY; P. Byrd
WATER LEVEL: i
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME45
U
w
n
STANDARD PENETRATION TEST DATA
= c7
¢ o
IAL DESCRIPTION
MATERIAL
Cr
EL
(blowslft)
N Value
m
W
¢
w
¢
co z
w
10 20 30 60 SO
".
See soil description on previous page.
501
Sy 0
4"
Boring terminated 74.4 feet below the existing ground
75
surface.
80
-64.0
85
�9,a
90
-74.0
95
-79.0
100
-&4.0
NOTES:
i_ THISLOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY 8E USED TOGETHER WITH
THAT REPORT.
2. BORING. SAMPLING AND PENETRATION TESTDATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATICN (N-VALUE} IS THE NUMBER OF SLOWS OF 740 LB_
HAMMER FADING 30IN, REQUIRED TO DRIVE +_4IN. l.D. SAMPLER
�r
4 STRATIFICA7iONAND GROUNDWATER DEPTHSARE NOT EXACT.
S. WATER LEV1nL IS AT 77ME OF E7CPL0RA 77ON' AND WRL VARY.
Page 3 of 3
T&L
&M
ENGINEERING , TESTING
ENVIRONMENTAL SERVICES
5409 Amsterdam Way
Wilmington, NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, Forth Carolina
TEST BORING RECORD B-5
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 10/11/05
ELEVATION: 19.0 ft
considered approximate. Water levels ware taken
at time of boring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH: 40.0 tt
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 0,5'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-4S
U
a
Q
STANDARD PENETRATION TEST DATA
T
w
Q o
MATERIAL DESCRIPTION
ij
w
Q
a
(blowslft)
N-Value
¢
o) Z
w
10 20 30 60 80
To soil
Very Loose Dario Brow Slighily Clayey Fine to
Medium SAND (SP-SC—)
4
i'
Very loose Tan Medium to Fine SAND (SP)
4
5
14.0
11
Medium Dense Tan to Brown Fine SAND (SP)
21
22
1 b
4.0
Medium Dense to Loose Tan Medium to Fine SAND
(SP)
18
20
-1.0
7
25
-6.0
Loose Tan Medium to Fine SAND (SP)
10
30
-11.0
Loose Tan Medium to Fine SAND (SP)
14
NOTES.
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROIEC T AND MUST ONLY 9E USED TOGETHER WITFI
THAT REPORT
2. BORING. SAMPLING AND PENETRATION TEST DATA (SIN
GENERAL ACCORDANCE WITH ASTM 0-1566.
3. P9NF_TP4 DON tN-VALUE] IS THE NuMAER OF BLOWS OF 1eO LA.
HAMMER FALLING 70JN, +RE7URED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT
a, STRA T IFPCATiON AND GROUNOWAIER DEPTHS ARE "JOT EXACT
5_ WATER LEVEL iS AT T1ME OF EXPLORATION AND MLL VARY,
Page 1 of 2
5. S8kME
ENGINEERING . TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington, NC 28405

PROJECT: Sutton take Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD 13.5
1061-05-036
NOTES: Boring location and elevation should be
DATE DRILLED: 10/11106
ELEVATION: 19.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH:40.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 0.5`
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CMEd3
U
j
W w
p
STANDARD PENETRATION TEST DATA
CL
MATERIAL DESCRIPTION
EL a
_
F- m
(blowstft)
N-Value
a
o
w
¢
rn Z
y
w
10 20 30 60 80
See sail description an previous page-
8
44
-21.a
Boring terminated 40 feet below the existing ground
surface-
45
-26-0
50
-31.4
55
-36.0
sa
�1.4
65
-46.4
NOTES:
;. THIS LOG IS ONLY A PORTION OF A REPORTPREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT,
2. BORING, SA UPLING AND PENETRATION TEST DATA IS IN
GENtiRAL ACCORDANCE WITH ASTM D-r596.
3. PENETRATION lN-VALIEJ iS THE NUMBER OF BLOWS OF 140 LS
HAMMER FALL.'NG 30 K REQUIRED TO DRIVE ?.4IN. 1.0. SAMPLER
I FT
A. STRATIFICATION ANC GROUNDWATER DEPTHS ARE NOT EXACT.
5 WATER LEVFL 1S AT- TIME OF EXPLORATIONAND WILL VARY
Page 2 of 2
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington. NC 28405

0
a
C
a
F
2
a
C.
U
PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, Forth Carolina
TEST BORING RECORD B-8
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 1011110S
ELEVATION: 19.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
seasonal and climatic changes and may be higher
DRILLING METHOD: Wash Boring
BORING DEPTH:40.0 ft
LOGGED BY: P. Byrd
WATER LEVEL: $'
at other times of the year.
DRILLER: G. Eister
DRILL RiG: CME46
v_
7
ua
z
STANDARD PENETRATION TEST DATA
v
= t7
CL o
MATERIAL DESCRIPTION
-_•I
ccLu
a
(blows/ft)
N-Value
v
¢
w m
a
a
z
10 20 30 .6.0.8.0.
To soil
Medium Dense to Loose Tan -Brown Medium to
Fine SAND (SP)
12
7
S
14.0
Loose to Medium Dense Tan -Brown Medium to
Fine SAND (SP)
S
11
10
9.0
--"
Medium Dense Gray Clayey Medium to Fine SAND
(SC)
's
13
15
i''';
4.0
Medium Dense Tan Medium to Fine SAND (SP)
17
2D
-i.0
Dense to Medium Dense Tan and Light Gray
Medium to Fine SAND (SP)
j
32
25
-6.0
11
30
-11-0
NOTES_
1. THIS LOG IS ONLYA PORTION OF REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER SMTH
THAT REPORT.
2. BORING, og smivG ANC PENETRATION TEST DATA fS IN
GENERAL ACCORDANCE WITH ASTAr 0-7586.
3_ PENETRA PON (N-VAL UE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN, 1.0 SAMPLER
'• FT
e. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOTEXACT
S. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY
Page 1 of 2
S&FAE
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Wav
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-8
NOTES: Bonny location and elevation should be
DATE DRILLED: 10/11105
ELEVATION: 19.0 ft
considered approximate. Water levels were taken
at time of baring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH:40.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: S'
at other times of the year.
DRILLER: G. Eister
DRILL RIG_ CME-45
Lu
j
U.,Lu
0O
STANDARD PENETRATION TEST DATA
a
a o�
MATERIAL DESCRIPTION:
w
M
w a
(blows/ft)
N Value
t?
I
Z
W
10 20 30 60 $0
See soil description on previous page-
24
40 —
-21.0
Boring terrninated 40 feet below the existing ground
surface.
d5
-26.0
50
-31.0
55
-36.0
so
-41.0
6s
-46.a
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PRO,1 CT AND MUST ONLY BE USED TOGETHER WITH
THATREPORT.
2. BORING. SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-159fi,
3. PENETRAT7014 {N-VALUE) 1S THE NUMBER OF BLOWS CF 140 LB.
HAMMER FALLING 7M IN. REQUIRED TO DRIVE f.4 IN. LD. SAMPLER
1 FT.
L, STRATIFfCAT1ON AND GROUNDWATER DEPTHS ARE NOT EXACT
5. WATcR LEVEL ISAT TIME OF EXPLORATION AND WILL VARY
Page 2 of 2
*S&ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam'Nay
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD g-9
9461-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 14/11105
ELEVATION: 18.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuats with
DRILLING METHOD: Wash Boring
BORING DEPTH: 60.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL_ 4.5'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-48
j
w U
0
STANDARD PENETRATION TEST DATA
v
2
MATERIAL DESCRIPTION
_j
a
>-
(blowslft)
N-Value
o
w
a�
w m
a
(n
10 2.0 30 60 80
To soil
_
Loose Tan -Brown Medium to Fine SAND (SP)
8
6
5
13.D
Medium Dense Tan Medium to Fine SAND (SP)
11
Medium Dense Tan Medium to Fine SAND (SP)
20
10
8-D
Dense Tan Medium to Fine SAND (SP)
31
15
3.D
47
20
'
2 0
13
25
-7.0
Medium Dense Light Gray Medium to Fine SAND
(SP)
14
3p
-12.0
18
N_ O_TFzS
1. THIS LOG IS ONLY A PORTION OF A RFPORTPREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TDGETI-IER V47H
THA T REPOR r.
2. HORING, SAMPLING AND PENETRATION TEST DATA IS W
GENERAL ACCORDANCE VOTH ASTM D-1585.
3, PFIVETRATION (N-VALUE; IS THE NUMBER OF SLOWS OF 140 LB.
HAMMER FALLfNG.3o "V..REQUIRED TOORIVF 7.4IN. t.D. SAMPLER
Y FT
STRATIFICAT ION AND GROUNGWATER DEPTHS ARE NOT EXACT
5. WATER LEVFL iS AT TIME OF EXPLORATION AND WILL VARY
Page 1 of 2
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington. NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD 13-s
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 10/11105
ELEVATION: 18.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH: 60.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 0.9
at other times of the year.
DRILLER: G. Eister
DRILL RIG, CME-45
J
U
Lu
zO
STANDARD PENETRATION TEST DATA
r --
_
a
MATERIAL DESCRIPTION
LLI
a
a s
_
r m
(blows ft)
N-Value
W
o
LCu
Q
¢
co z
w .2
1 j
10 20 30 60 80
See soil description on previous page -
Medium Dense Light Gray Medium to Fine SAND
(SP)
24
4fl
-22.0
Medium Dense Light Gray Medium to Fine SAND
(SP)
17
45
-27.0
Medium Dense Light Gray Slightly Clayey Medium
to Fine SAND (SP-SC)
22
50
-32-0
Medium Dense to Very Dense Dark Gray Clayey
Fine SAND (SC)
55.r
-37.0
fi0
2'0
Boring terminated 60 feet below the existing ground
surface.
65
-47.0
NOTES_
7 THIS LOG IS ONLYA PORTION OF A REPORTPREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-75&5.
3. RENE7 PA17ON (N-VALUEJ 1S THE NUMBER OF SLOWS OF 140 LE.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
7 FT.
4. STPA T7FICATIONAND GROIINDWATER DEPTHSARE NOTEXACT.
5_ WATER LEVEL IS AT T /ME OF JCPkQRAT:ON AND ,OLL VARY.
Page 2 of 2
*S&_M--E
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington, NC 28405

PROJECT: Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-10
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 10111105
ELEVATION: 18-0 ft
considered approximate. Water levels were taken
at time of boring- Water levels fluctuate vAth
seasonal and climatle changes and may be higher
DRILLING METHOD: Wash Boring
BORING DEPTH:40.0 It
LOGGED BY: P. Byrd
WATER LEVEL: 0.5'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
a
U
o
MATERIAL DESCRIPTION
j
2
z
Q
LU
STANDARD PENETRATION TEST DATA
�1a"'
14 20 30 60 80
N-Value
To soil
_
Very Loose Tan -Brown Slightly Clayey Medium to
I
Fine SAND(SP-SC)
4
-
3
g
13.0
12
Loose to Medium Dense Light Gray Medium to Fine
SAND(SP)
13
10
a0
Medium Dense Dark Brown Fine SAND(SP)
13
15
3.0
Medium Dense Tan Medium to Fine SAND(SP)
23
2fl
-2.0
=
Medium Dense Tan Medium to Fine SAND(SP)
11
zs
-7.o
Medium Dense Light Gray Clayey Fine SANDwith
Clay Layers (SC)
15
30
-12.0
Medium Dense Light Gray Medium to Fine SAND
(Sp)
23
NOTES
f. TN1S L0C iS ONLY A PORTION OF A REPOP,T PP.EPARED FOR THE
IdAMED PROJECTAND MUST ONLY HE USED TOGE54EP. WWTH
THA T REPOR T.
7. 30FUNG, SAMPUNG AND PENETRATION TEST DATA 1S 1V GENERAL
ACCORDANCE VAT74 ASTM D-4586.
3_ PENETRATION (N-VALUE)1S THE NUMBER OF SLOWS OF ,40 LB.
HAMMER FALLI;VG JO ?N. PEOLHRED 10 DRIVE 1.4 W. i.D. SAMPLER
I FT.
4, STRATiFICAT70N AND GROUNDWATcR DEPTHS ARE NOT EXACT.
5, NA T�R LEVEL iS AT TIME OF EXPLORATION AND 'NlLL VARY.
Page 1 of 2
*S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington, NC 28405

PROJECT: Sutton take Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-10
1061-05-536
NOTES: Boring location and elevation should be
DATE DRJLLED: 10/11/05
ELEVATION: 18.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels fluctuate with
seasonal and climatic changes and may be higher
DRILLING METHOD: Wash Boring
BORING DEPTH: 40.0 ft
LOGGED BY: P. Byrd
WATER LEVEL: 0.5'
at other times of the year.
DRILLER: G- Elster
DRILL RIG: CME-45
U
w
O
STANDARD PENETRATION TEST DATA
CL
o
MATERIAL DESCRIPTION
a v
(blowslft)
N Va1ae
o
< -�
uj
N O
W
S3
z
w
10 20 30 .6.0.8.0.
See soil description on previous page.
13
40
-22.0
Boring terminated 40 feet below the existing ground
surface.
45
-27.0
50
-32.0
55
-37.0
60
-42.0
65
-47.0
NOTES:
s. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TCGC7HER W1TN
THATREPORT.
2. BOR7NG. SAMPLING AND PFNF,RATIONTESTEATAISWCENEP.AL
ACCORDANCE W17H ASTM D-1566.
3. PENETIAPON (N-VALUE) IS THE NUMBEF OF SLOWS OF ?AO L5.
HAMMER FALLiNG 30 IN. REQUIRED TO CRIVE 7.6 W 1.D, SAMPLER
FT.
4. STRATIFiCATFCNAItDGROUNGWATFRDFPTHSARE NOTEXACT
5 WATER LEVEL IS AT T7ME OF EXFLO,RATfON AND VOLL 'VARY
Page 2 of 2
AAL
;T�S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmingtoe, NC 28405

PROJECT: Sutton Lake Road -Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-12
1061415-536
NOTES: Boring location and elevation should be
DATE DRILLED: 10111105
ELEVATION: 30.0 ft
considered approximate. Water levels were taken
at time of boring. Water levels Fluctuate with
DRILLING METHOD: Wash Boring
BORING DEPTH:40.0 ft
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 6_5'
at other Urnes of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
J
j
w u�
p
STANDARD PENETRATION TEST DATA
v
(
o
MATERIAL DESCRIPTION
UJ
ii >_
�,
(blowslft)
N-Value
W
Q a
v
03 Z
J
°1
10 20 30 fi0 80
To soil
Loose Tan -Brawn Medium to Fine SAND (SP)
9
8
5
25.0
=
Loose Tan -Brown Medium to Fine SAND (SP)
Q
8
Medium Dense Tan -Brown Medium to Fine SAND
(SIP)
12
10
'
20.0
21
1b
-
15.0
'
Medium Dense Brown Slightly Clayey Medium to
Fine SAND (SIP -SC)
�..
21
20
10.0
Medium Dense to Very Dense Tan and Light Gray
Medium to Fine SAND(SP)
3fi
25
=
5.0
54
30
0.0
Y
I
47
NOTES.
T, THIS LOG IS ONLY A PORT'OTV OF A REPORT PREPAREC FOR TH6
NAIRED PPOJECTAND MUST ONLY HE USED TCGETF'ER tMTN
THAT REPORT.
2 BORING, SAMPLING AND PENETRA TION TEST DATA IS IN GENERAL
ACCORDANCE WITH ASTM &-1586,
3. PENETRATION (N- VALUE) IS THE NUMBER OF BLOWS OF 140 LB
YAMMER FALLING'A IN. REQUIRED TO DRIVE 1.4W. +,D SAMPLER
1 FT.
A. STRAPFICATTONAND GROUNDWATFPDEPT,4SAPE NOT EXACT
5. WATER LEVEL IS AT TIME OF EXPLCRA rON AND WILL ;NARY.
Page I of 2
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way
Wilmington, NC 28405

PROJECT' Sutton Lake Road - Asphalt Plant
Wilmington, North Carolina
TEST BORING RECORD B-12
1061-05-536
NOTES: Boring location and elevation should be
DATE DRILLED: 10/11/05
ELEVATION: 30.0 ft
considered approximate. Water levels were taken
DRILLING METHOD: Wash Boring
BORING DEPTH40.0 ft
at time of boring. Water levels fluctuate with
seasonal and climatic changes and may be higher
LOGGED BY: P. Byrd
WATER LEVEL: 6.5'
at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
j
LL,
O
STANDARD PENETRATION TEST DATA
CL
Ca
o
MATERIAL DESCRIPTION
ii
Q
w
(6lowslft)
N-Value
�,
0 W
a-
Q
z
w
10 20 30 60 80
See soil description on previous page.
sa
40
_
Boring terminated 40 feet below the existing ground
-10.0
surface.
45
-15.0
50
-20.0
55
-25-0
60
-30.0
65
-35.0
NOTES:
'. THIS LOG IS ONLY A POP, T lON OF A REPORT PREPARED FOR T14E
NAMED PROJECT AND MUST ONLY HE USED TOGETHER Wf TN
THAT REPORT.
2. 9ORfNG, SAMPf_ING AND PENETRATION TEST DATA 15 IN CENEP.AL
ACCORDANCE WITH ASTM D4586.
3. PENETRATION (N-VALUE) IS THE NVAIRER OF BLOWS OF 1-'O LB.
HA&TMER FALLING 301N. REQUIRED ID ,)R?VF i.4 iN. i.O SAIVPLER
i FT.
�. STRATIFCA7i0NAIL'DBROL'NDWATFROFPTHSAAENCTEIAC.
5 LIJATER LEVEL :SAT 77VE OF EXPLORATION AND WILL VARY.
Page 2 of 2
*.S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam v%lay
Wilmington. NC 28405

Laboratory Record Version 4.2
Particle Size Analysis of Soils *MAE
ASTM D 422
S&ME Project #: 1061-05-536 Report Date: October 17, 2005
Project Name: Sutton Lake Road Asphalt Plant Test Date(s): October 13-14, 2005
Client Name_ S.T. Wooten Corporation
Client Address: PO Bozo 2408, Wilson, NC 27894
Boring #: B-1 Sample #: S3 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Deptlt: 6-0'-7.5'
Sample Descriptions: Brown Medium to Fine SAND (SP)
1.511 1.011314" 1l2"318" 444 410 420 PAU #60 4100 #200
100((0%f/
3V �JP
80%
70%
60%
50%
I G
L
a 40%
30%
20%
0% .
100 W >I 0.1 0.01
j Particle Size (mm)
Cobbles <300 mm (12") and > 75 mm (3") Fine Sand <0.425 mm and > 0.075 mm (9200)
Gravel < 75 mm and > 4.75 mm (44) Silt < 0,075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mun (# 10) Clay < 0,005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0A01 43 M
E
:
I
f
J
II
E
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
11%
Silt & Clay (% Passing ##200)
1.8%
Coarse Sand
0%
Fine Sand
87%
Apparent Relative Density
NIA
Natural Moisture Content
11.1 %
Organic Content
N/A
Liquid Limit
NIA
Plastic Limit
NIA
Plastic index
N/A
Description of Sand & Gravel
Rounded I] Ann-ular ❑ Hard & Durable D Soft El Weathered & Friable D
References: ASTM D 422: Particle Size Analysis of Sofis Htndrorneferportion oflesi method not ri ili_ed,
ASTIV D 421 - Dry Preparation of Soil Samnles ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Ugxtid Lind!- Plastic limit, 8c Plastic Index of Soils
ASTM D 2497: Classification of Soils for Fnaincering Purposes (Unified Soil Classification Systcm)
Tcchnical Responsibility: Randy Martin, P.1✓_ Bran ch_!\1an_age
r
S.4 MEANC_ 6409 Amsterdam Way. B-3, Wilmington, NC 28405 1001-05-536

Laboratory Pecard Version 4.2
1100
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name. Sutton Lake Road Asphalt Punt
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
s
4.
Test Date(s): October 13-i4, 2005
Report Date: October 17. 2005
Boring #: B-1 Sample #: S3 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 6.0'-7.5'
.gmmnle Descrintion: Brown Medium to Fine SAND (SP)
1
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt
199.85
B
Total Sample Dry Wt. + Tare Wt.
179.9
C
Dry Weight + Tare Wt.
179.89
C
Total Sample Dry Weight (B-A)
179.9
D
Water Wt (B-C)
19.96
D
Total Sample Wt. After 9200 Wash
176.7
E
Dry Wt(C-A)
179.89
E
Percent Passing #200 (I-D/C)x100
1.8%
Moisture Content (100 x DIE) (°/u)
11.1%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
#€16
1.36
0.8%
99.2%
0.60
430
19.81
11.0%
89.0%
0.30
450
99.35
55.2%
44.8%
0.15
9100
173.35
96.4%
3.6%
0.075
#200
176.72
98.2%
1.8%
Motes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (# I0) 0.0%
Liquid Limit N/A Fineness Modulus
1.63
Medium Sand
<2.00 rnm and > 0.425 mm (#40) 11.0%
Plastic Limit N/A Cu = D601171U:
2.2
Fine Sand
< 0,425 mm and > 0.075 mm (#200) 87.2%
Plastic Index N/A. Cc=(D30)2/ (D I OxD60):
0.9
% Silt and Clay
< 0.075 mm 1.8%
Description of Sand & Gravel Rounded ❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D 10 = 0.18 D30 = 0.25 D60 = 0.39 D50 = 0.32 D90 = 0.6
ASTM D 421 Particle Size Analysis of Soils Nrdronrefer portion oftest method trot willed.
ASTNI D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTNI D 43 M Liquid Limit. Plastic Limit. & Plastic Index of Soils
ASTM D 248T Classification of5oils for Engineering Purposes (Unified Soil Classification System)
Technician Natne:
k echnical Responsibility: Rands- Martin. P.E. Branch hlana2er
5&ME. INC. 6409 Amsterdam Way, 13-3, Wilmington, NG 23405 1061-05-536

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536 Report Date
Project Name: Sutton Lake Road Asphalt Plant Test Date(s)
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2409, Wilson, NC 27894
Boring #: B-1 Sample #: S6 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 18.5'-20.0'
Sample Description: Light Gray Medium to Fine SAND (SP)
1.5" 1.0"3/4" 1f1'3/8" #4 #10 420 #40 #60 #100 0200
100%
90%
80%
70%
�V 0%
a
= 50%
d
V
d 40%
30%
20%
10%
0
'i
I
I I
4
-I_
E
I
I
I
I
L
it
—
I--�_
--
!-
�
i
I
i
_
f
i
I
I
j ]
I
--�_._...LI
o
100
l0
'Particle Size (mm)
0.1
Cobbles
< NO mm (12") and > 75 mm (3
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm (94)
Silt
< 0.073 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0-005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mrn
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
8%
Silt & Clay (o/a Passing #200)
1.5%
Coarse Sand
0%
Fine Sand
90%
Apparent Relative Density
NIA
Natural Moisture Content
24.7%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered &. Friable ❑
References: ASTM D 422: Particle Size :analysis of Soils Nrdroaieter portion of test method not utrli_ed.
ASTM iD 42!: Dry Preparation or Soil Samples ASTM D S54: Specific Gravity of Soils
. I D 4318: Liquid l imir Plastic Limit & Plastic Index of Soils
ASTM D 248T Classification ot-Soiis for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randv Martin. P.E- Branchyianaeer
f'. mu,
S.S..I'IE INC. 6409 Amsterdam Way, B-3, Wilmington, NC: 28405 1061-I05-536(2)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-1 Sample #: S6 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 18.5'-20.0'
0r r.1e Tle _+;__. T ;-I,+ f:rnv lU orliiim to Vino LAND (qPi
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
215.03
B
Total Sample Dry Wt. + Tare Wt.
172.5
C
Dry Weight + Tare Wt.
172.49
C
Total Sample Dry Weight (B-A)
172.5
D
Water Wt. (B-C)
42.54
D
JTotal Sample Wt. After i#200 Wash
170.1
E
Dry lVt.(C-A)
172.49
E
Percent Passing #200 (I-D/C)x100
1.4%
Moisture Content (100 x DIE) (%)
24.7%
Sieve Size (mrn)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37,50
1.5"
0.0
0.0%
100.0%
25.00
L0"
0.00
0.0%
100.0%
19-00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
950
3/8"
0-00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
98
0.00
0.0%
100.0%
1.18
416
0.37
0.2%
99.8%
0.60
930
14.14
8.2%
91.8%
0-30
450
88.24
51.2%
48.8%
0.15
#100
165-40
95.9%
4.1%
0.075
#200
169.94
98.5%
1.5%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm. (#10) 0.0%
Liquid Limit NIA Fineness Modulus
1.56
Medium Sand
<2.00 mm and> OA25 mm (#40) 8.2%
Plastic Limit NIA Cu = D601D10-
1.9
Fine Sand
< 0-425 tnm and > 0.075 mm (#200) 90.3%
Plastic Index N/A Cc =(D30)'/ (D10xD60):
0.7
% Silt and Clay
< 0.075 mm 1.5%
Description of Sand &- Gravel Rounded ❑ Angular ❑
Hard & Durable
0 Soft ❑ Weathered & Friable ❑
organic uonl:eni
D 10 = 0.18 D30 = 0.21 D60 = 0.35 D50 = 0.3 D90 = 0.59
ASTM D 422: Particle Size Analysis of Soils fivdrvmeier portion of test method not wilP_ed-
ASTM D 421: Dry Preparation of Soil Samples ASTMI D 454'. Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit. & Plastic Index of Sails
ASTM D 2487: Classification of Soils for Engineering Purposes J Unified Soil Classification System)
Technician Name:
Technical Responsibility: Rand-v Martin_ P.E. Branch Nlanawei
P,, ,w
SWOE, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(2)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project 4: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
*S&M
Report Date: October 17, 2005
Test Date(s): October 13-14, 2005
Boring #: B-2 Sample #: S3 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 6.0'-7.5'
Sample Description: Tan Medium to Fine SAND (SP)
1.5" 1.0"314" 112"318" #4 #10 #20 #40 #60 #100 #200
100%
90%
80%
70 %
OQ
60%
ih
.+
. c 50"/0
C]
i.:
a 40%
30%
20%
10%
0 of
1
_.......
.L
I
i
1
l
—1
I E
, I
i
1
r
i
il!
I i
I
10
Particle Size (MM)
0.1
0.01
Cobbles
< 300 mm (12") and > 75 mm (3"
Fine Sand
< 0.425 mm and > 0.075 mm (
Gravel
< 75 mm and > 4.75 mm (44)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 trim and >2.00 mm (# 10)
Clay
< 0.005 rum
Medium Sand
<2.00 mm and >0.425 mm (440)
Colloids
<0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
11%
Silt & Clay (%o Passing 9200)
2-2%
Coarse Sand
0%
Fine Sand
87%
Apparent Relative Density
N/A
Natural Moisture Content
20.5%
Organic Content
NIA
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
NIA
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft © Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hvdroweter portion of test methodnot iriilied.
ASTM D 421 : Dry Preparation of Soil Samples ASTM D 554 Specific Gravity of Soils
ASUM D 43I8: Lignid Limit- Plastic Limit, & Plastic index of soils
ASTM D 2457: Classification of Soils for EneinccrinQ Purposes (Unified Soii CLvsificatbn Svstem)
Technical Responsibility: Randv Martin. P.E. Branch Manager
S&ME.1NC. 6409 Amsterdam Way, 8-3, Wilmington, NC 2S405 1061-05-536(3)

Laboratory Record Version 4.2
c
Particle Size Analysis of Soils
ASTM D 422
Project 4: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-2 Sample #: S3 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 6.0'-7.5'
Sample Description: Tan Medium to Fine SAND (SP)
Particle Size Analysis
/ Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
205.32
B
Total Sample Dry Wt + Tare Wt.
170.3
C
Dry Weight + Tare Wt.
170.33
C
Total Sample Dry Weight (B-A)
170.3
D
Water Wt. (B-C)
34.99
D
Total Sample Wt. After #200 Wash
166.7
E
Dry Wt.(C-A)
170.33
E
I Percent Passing 9200
(I-DIC)xl00
2.1%
Moisture Content(100 x DIE) (%}
20.5%
Sieve Size (m€n)
Sieve Size
Retained Weight
Percent Retained
percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1,0"
0.00
0.0%
100.0%
19.00
3I4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
98
0.00
0.0%
100.0%
1.18
#16
1.05
0.6%
99.4%
0.60
#30
18.57
10.9o10
89.1 %
0.30
#50
94.52
55.5%
44.5%
0.15
9100 J
162-05
95.1 %
4.9%
0.075
#200
166.58
97.8%
2.2%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (# 10) 0.0%
Liquid Limit N/A
Fineness Modulus
1.62
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 10.9%
Plastic Limit N/A
Co = DWDI O:
2.2
Fine Sand
< 0-425 mm and > 0.075 mm (#200) 86.9%
Plastic Index N/A Cc=(D30)z/ (D l OxD60):
0.9
% Silt and Clay
< 0.075 mm
2.2%
Description of Sand & Gravel Rounded
❑ Angular
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D l0 = 0.18 D30 = 0.25 D60 = 0.39 D50 = 0.32 D90 = 0.6
ASTM D 422: Particle Size Ana€ysis of Soils Hydrometer portion ojtea method not uldi_ed
ASTM D 421: Dry Preparation of Soil Samples ASTM D S54: Specific Gravity of Soils
ASTM D 4318: Liquid Limir Plastic Limit. & Plastic Index of Soils
ASTM D 248T- Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin. P.E. Branch Mana>er
r �rviri.,n
S&ME. INC. 6409 Amsterdam Way, S,-3, Wilmington, NC 28405 1061-05-536(3)

Laboratory Rmord Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536
Project Nape: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
tsm
Report Date: October 17, 2005
Test Date(s): October 13-14, 2005
Boring #: B-2 Sample #: S6 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 18.5'-20.0'
Sample Description: Light Gray Fine SAND (SP)
15" 1.0"34" 112"318" #4 910 920 940 #60 #100 9200
100%
90%
80 %
70%
au
60%
a
{ 50%
3 U
1 c; 40%
30%
20%
10%
AO/
i
I
_J
_1 - ----
1
E !--I
-,
1
�...-�_—'
t—
1
--
_--II
! 1-
I .............
iI
I I
LIL
I
--- ..
too
10
'Particle Size (mm)
0.1
0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and ? 0.075 mm {
Gravel
< 75 mm and > 4.75 mm (94)
Silt
< 0,075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (910)
CIE
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
3%
Silt & Clay (% Passing #200)
0.9%
Coarse Sand
0%
Fine Sand
96%
Apparent Relative Density
NIA
Natural Moistum Content
27.6%
Organic Content
N/A
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
NIA
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable CI
References: ASTh7 D 422: Particle Site Analysis of Soils Hydrometer portion of lest method ,rot ul?R:ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTNM D 4318: liquid Limit- Plastic Limit, & Plasilc Index of Soils
ASTM D 2487: Classilicalion of Soils for Eneincering Purposes (Unified Soil Classification) System'
Technical Responsibility: Randv Martin_ P.E- Branch Mann er
,....:,,
S&.ME.INNC. 6409 Amsterdam Way, B-3. Wilmington, NC 23405 1061-05-53614)

Laboratory Record Version 4.2
Particle Size Analysis Of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
,wT,
TT
L MA
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-2 Sample #: S6 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 18.5'-20.0'
Sample Description: Light Gray Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt.
201.98
B
Total Sample Dry Wt. + Tare Wt.
158.3
C
Dry Weight + Tare Wt.
158.29
C
Total Sample Dry Weight (B-A)
158.3
D
Water Wt. (B-C)
43.69
D
Total Sample Wt. After #200 Wash
156.9
E
Dry Wt(C-A)
158.29
E
Percent Passing #200 (I-D/C)xl00
0.9%
Moisture Content (100 x DIE) (%)
27.6%
Sieve Size (turn)
Sieve Sirs
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25,00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.00/0
12-50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
#16
0.12
0.1o/n
99.9%
0.60
#30
5.03
3.2%
96.8%
0.30
#50
67.02
42.3%
57.7%
0.15
#100
154.18
97.4%
2.6%
0.075
#200
156.88
99.1 %
0.9%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (94) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and>2,00 mm (#10) 0.0%
Liquid Limit NIA Fineness Modulus
1.43
Medium Sand
<2.00 mm and> 0.425 mm
(i 40) 3.2%
Plastic Limit N/A Cu = D60/D10:
1.7
Fine Sand
< 0.425 min and > 0.075 rnm (9200) 95.9%
Plastic Index N/A Cc =(D30)2/ (DI OxD60):
0.8
% Silt and Clay
< 0.075 mm
0.9%
Description of Sand & Gravel Rounded
❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.18 D30 = 0.21 D60 = 0.31 D50 = 0.28 D90 = 0.5
ASTM D 422: Particle Size Analysis of Soils Hvdinmrter portion of lest method rani urdi_ed.
AS'l'M ❑ 421: Dtv Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4319: Liquid Limit, Plastic Limit, & Plastic Index of Sails
ASTM D 2457: Classification Of Soils for Engineering i'urposes (Unified Soil Classification System)
Technician Nalne:
Technical Responsibility: Randy Martin- P-E. 1 pinch Manager
....1,,,
S&ME, INC, 6409 Amsterdam Way; B-3, Wilmington, NC 28405 1061-05-536(4)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&NIE Project #: 1061-05-536
Prot Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
*S&ME
Report Date: October 17, 2005
Test Date(s): October 13-14, 2005
-
Boring 4: B-3 Sample 4: S2 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 3.5'-5.0'
Sample Description: Gray Medium. to Fine SAND (SP)
1.5" 1.0"314" 1R1-3l8" #14 #!10 420 440 ##60 4100 4200
100%
90%
80%
70%
C 60%
q 50%
a�
U
}w
CL 40%
3 0%
20 %
10%
0o/a
100
3
,
_
J{I
i
j.
�Lij_1
--------
_
1_
1—_`
-
10
Particle Size (mm)
0.1
0.01
Cobbles
<.300 mm (12") and > 75 mm (3"}
Fine Sand
<0.44. mm and> 0.075 mm
Gravel
< 75 mm and > 4.75 mm (94)
Silt
< 0.075 and > 0.005 mm
Coarsc Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
vledium Sand
< 2.00 min and > 0.425 mm (#40)
Colloids
< 0-001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
12%
Silt & Clay (% Passing 4200)
3.1%
Coarse Sand
0%
Fine Sand
84%
Apparent Relative Density
N/A
Natural Moisture Content
22.0%
Organic Content
NIA
Liquid Limit
N/A
Plastic Limit
NIA
Plastic Index
NIA
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References: ASTM D 422: Particle Size Analvsis of Soils Hvdromeler por7ion qj tesl i9whod not wilized.
ASTM D 421: Dry Preparation of Snii ,Samples AWM D 854: Specific Gravity of Soils
ASTM D 4318- Liquid Limit, Plastic Limit, & Plastic index of Soils
ASTM D 2487: Classification of Soils for 1=nincering Pi rposcs (unified Soil Classification System)
Technical Responsibility: Randv Martin. P_1 . Bm,nch Manager
. "'if,"',
S&NIE.1NC. 0409 Xinsterdam Way, 13-3, Wilmington, NC 28405 1061-4--536(5i)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project 4: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
r7l
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-3 Sample #: S2 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 3.5'-5.0`
Sample Description: Gray Medium to Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
214.82
B
Total Sample Dry Wt. + Tare Wt.
176.1
C
Dry Weight + Tare Wt.
176,05
C
Total Sample Dry Weight (B-A)
176.1
D
Water Wt. (B-C)
38.77
D
Total Sample Wt. After 4200 Wash
170.7
E
Dry Wt.(C-A)
176.05
E
Percent Passing #200 (1-D/C)x100
3.0%
Moisture Content (100 x D/E) (%)
22.0%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
I.0"
0.00
0.0%
100.0%
19.00
3/4"
U0
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
48
0.00
0.0%
100.0%
1.18
916
1.51
0.9%
99.1 %
0.60
930
21.91
12,4%
87.6%
030
#50
100.01
56.8%
43.2%
0.15
#100
1 165.86
94.2%
5.8%
0.075
#200
170.51
96.9%
3A%
Notes: Maximum Particle Size
Gravel
< 75 mrn and > 4.75 mm (r4) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (# 10) 0.0%
Liquid Limit N/A Fineness Modulus
1.64
Medium Sand
< 2.00 mtn and > 0.425 mm (940) 12_4%
Plastic Limit N/A Cu = D60lD10.-
2.2
Fine Sand
< 0.425 rnm and > 0.075 mm (4200) 84.4%
Plastic Index N/A Cc =(D30f / (DIOxD601:
0.8
% Silt and Clay
< 0.075 mm
3.1%
Description of Sand & Gravel Rounded
❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friabie ❑
Organic Content
D t 0 = 0.18 D30 = 0.24 D60 = 0.39 D50 = 0.35 D90 = 0.64
ASTM D 422: Particle Size Analysis of Soils Hj-Iroawter portion ojtesl method not wili:ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318. Liquid Limit. Plastic Limit, &c Plastic Index.ofSoit,
ASTM D 2487: Classification of Soils for Engineering Purposes {.Cinitied Soil Classification System)
Technician dame:
Technical Res-Ix)nsibility: Randv Martin_ P.1~_ Bmnch Mann2er
P"01ion
SWMIE, !PAC. 6409 Amsterdam Way, S-3, WHmington, NG 28405 1061-05M536(5)

Laboratory Record Version 4.2
•
Particle Size Analysis of Sons
ASTM D 422
S&jw Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Andress: PO Box 2408, Wilson, NC 27894
Report Date: October 17, 2005
Test Date(s): October 13-14, 2005
Boring 4: 13-3 Sample 4: S4 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 83-10.0'
Sample Description: Light Gray Medium to Fine SAND (SP)
1.5" 1.0"314-' 1rz'-3/8" 94 #19 920 #40 #60 #100 W200
100%
p9D%
80%
70%
G 60%
aa.
G 50%
f �
40%
30%
20%
10%
00i
LI
1
jj i I 1
EE
I
i
i
_
.`
' .-._...
i
1
3
_
r
I
t
too
Cobbles
Gravel
Coarse Sand
Medium Sand
10
< 300 min (12") and > 75 mm
< 75 mm and > 4.75 mm (#
< 4.75 mm and >2,00 mm (#
< 2.00 mtn and > 0.425 mm (i
Size (MM)
Fine Sand
Silt
Clay
Colloids
0.1
0.01:
< 0.425 mm and > 0-075 mm (
< 0.075 and > 0.005 ra n
< 0.005 ram
* 0.001 MM
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
23%
Silt & Clay (°/o Passing 4200)
0.7%
Coarse Sand
00/0
Fine Sand
76%
Apparent Relative Density
NIA
Natural Moisture Content
21.7%
Organic Content
N/A
Liquid Limit
NIA
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular 0 Hard & Durable ❑ Soft ❑ Weathered & Friable 1]
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utili_ed
ASTM D 421- Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 431S: Liquid Limit_ Plastic i.iitriL. & Plastic Index of Soils
ASTM D 2487: Classification of Soils for T'npincerine Purposes (Unified Soil Classilieation System)
Technical Responsibility: Randv Iilartin. P.F.- Branch Mana'rer
S&y1fu.1NC. 0409 Amsterdam Way. B-3. Wilmington. NC 28405 1061-05„53061

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061.-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
sX.
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-3 Sample #: S4 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 8.5'-10.0'
Cgs "T37acr-rintinn- 4.icht t ~rnv iVMe..diii n to Fine SAND (SPI
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
220.22
B
Total Sample Dry Wt. + Tare Wt.
181.0
C
Dry Weight + Tare Wt.
181.00
C
Total Sample Dry
Weight (B-A)
I81.0
D
Water Wt. (B-C)
39.22
D
Total Sample Wt. After 9200 Wash
179.8
E
Dry Wt.(C-A)
181.00
E
Percent Passing #200 (I-D/C)x100
0.7%
Moisture Content (I00 x WE) (%)
21.7°l0
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
48
0.00
0.0%
100.0%
1.18
#16
5.28
2.9%
97.1%
0.60
#30
42.11
23.3%
76.7%
0.30
450
126.44
69.9%
30.1 %
0.15
#100
176.95
97.8%
2.2%
0.075
4200
179.69
99.3 %
0.7%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4-75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and>2.00 mm. (#10) 0.0%
Liquid Limit N/A
Fineness -Modulus
1.94
Medium Sand
<2.00 mm and> 0.425 mm (440) 23.3%
Plastic Limit N/A
Cu = D60/D10:
2.3
Fine Sand
< 0.425 mm and > 0-075 mm (4200) 76.0%
Plastic Index N/A
Cc=(D30)2/ (DIOxD60):
1.0
% Silt and Clay
<0.075 mm
0.7%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
urganlc t-�ontent
......................
D I O = 0.2 D30 = 03 D60 = 0.45 D50 = 0.4 D90 = 0.89
ASTM D 422: Particle Size Analysis of Soils HrYironreter po+rion oftest melhod not utilized.
ASTM U 421: Dry Prcparatian of Soil Samples ASTM ;) 854: Specific Gravity of So its
ASTM D 4318: Liquid Limit, Plastic Limit, & Plaslic Index of Soils
ASTM D 2487: Classification of Soils Or Engineering Purposes (Unified Soil Classification System)
Technician dame:
Technical Responsibility: Ra11dy Martin. P-E_ Branch Manager
f'osfrir+i
S&ttME, INC. 6409 Arnsterdam Way, S-3. Wilmington, NC 28405 1061-05-536(6)

Laboratory Record Version 4.2
Particle Size Analysis of Sons v-
S&ME
ASTM D 422
S&w Project #_ 1061-05-536 Report Date: October 17, 2005
Project Name: Sutton Lake Road Asphalt Plaint Test Date(s): October 13-14, 2005
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-4 Sample #: S3 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 6.0'-7.5'
Sample Description Tan Medium to Fine SAND (SP)
1.5" 1.0" 314" 1J2"3/8" 94 #10 i#26 #40 #60 #100 #20073
Cobbles < 300 mm (12") and > 75 mm (3 ") Fine Sand < 0.425 mm and > 0-075 mm (#200)
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 min
Coarse Sand < 4.75 mm and >2.00 mm (# 10) Clav < 0.005 mm
Medium Sand < 2.00 mm and > 0,425 mm (#40) Colloids < 0.001 mm
{E
3
j
i
i i
I
�
E J
30n
i
UAl
[Particle Size mm)
Maximum Particle Size 0.0% Gravel 0% Medium Sand $%
Silt &Clay (% Passing #200) 0.9% Coarse Sand 0% Fine Sand 92%
Apparent Relative Density NIA Natural Moisture Content 24.6% Organic Content NIA
Liquid Limit NIA Plastic Limit NIA Plastic Index NIA
Description of Sand &Grave€
Rounded ❑ Angular 0 FEard &Durable ❑ Soft 0 Weathered &Friable C
References: ASTM Q 422: Particle Size Analysis of Soils Hydrometer portion q{Fesi method not ruili=ed.
ASTM D 421: fury Preparation of Sail Samples :1STI+A D 854: Specific Gravity oFSoils
ASTM ra 1313: Liquid Lintit. PlasSii limit, Sc Plastic Index of Soils
ASTM D 2487: Classification oi'Soils:or Eneineerine Purposes (Llnilied Soil Classitcation Svste[st)
Technical Responsibility: Randy Martin_ P.E. Branch ylanaeer
5.4zIMF.1PiC. 6409 Amsterdam 1'V:ty. i;-3. Wilmington. INC 28405 lOhl-Oc_53fi(7?

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27994
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-4 Sample #: S3 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 6.0'-7.5'
Camsi€P i7�crrintinn- Tan Medium to Fine SAND (SP)
Particle Sipe Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
223.09
B
Total Sample Dry Wt. + Tare Wt,
179.0
C
Dry Weight + Tare Wt.
179.02
C
Total Sample Dry Weight (B-A)
179,0
D
Water Wt. (B-C)
44.07
D
ITotal Sample Wt. After 4200 Wash
177-5
E
Dry Wt.(C-A)
179.02
E
JPercent Passing 4200 (I-D/C)xl00
0.8%
Moisture Content (100 x DIE) (%)
24,6%
Sieve Size (ram)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
U2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.00/0
100.0%
1.18
416
0.58
0.3%
99.7%
0.60
930
13.52
7.6%
92.4%
0.30
#50
96.40
53.8%
46.2%
0.15
#100
173-75
97.1 %
29%
0.075
4200
17738
99.1 %
0.9%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit N/A Fineness Modulus
1.59
Medium Sand
< 2.00 mm and > 0.425 mm (440) 7.6%
Plastic Limit NIA Cu = D60/1)10:
2.1
Fine Sand
< 0.425 mm and > 0-075 mm (#200) 91.5%
Plastic Index NIA Cc=(D30)'/ (DIOxD60):
0.9
% Silt and Clay
< 0.075 mm
0.9%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
Di0 = 0.18 D30 = 0.24 D60 = 0.37 D50 = 0.31 D90 = 0.58
AST\f D 422: Panicle Sizc Ana€vsis of Soils Hydrometer portion aftesr method not uhh:ed.
ASTM, D 421', Dry Preparation aIFSoil Samplcs ASTM D 854: Specific Gravity of Soils
ASTMI 17 4313: Liquid Limit, Plastic Limit, & Plastic Index ofSoiis
ASTMI D 2487'. Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibilih-: Randy Martin. P,E. l3ral cli Mananer
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(7)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project 4: 1061-05-536
Project Nance: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
*S&ME
Report Date: October 17, 2005
Test Date(s): October 13-14, 2005
Boring 4: B-4 Sample 4- S5 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: I3.5-15.0'
Sample Description: Gray Medium to Fine SAND (SP)
1S" 1.0113/4" 112"318" 94 ir10 420 940 460 4100 R200
100%
90 %
80%
70%
.. 60%
1SM
= 50%
U
0.t 40%
30%
20%
10%
0
LLI
---
iW
f
i I
i
i
i
7
—ii-_
l_..I,...
i---
0100
Cobbles
Gravel
Coarse Sand
Medium Sand
to
Particle Size (mm)
< 300 mm f 12") and > 75 mm (3") 1 Fine Sand
< 75 mm and > 4,75 mm (#4) 1 Silt
< 4.75 mm and >2.00 mm (# I
< 2,00 mm and > 0.425 mm (#
0.1
0.0I
< 0.425 mm. and > 0.075 corn (
< 0.075 and > 0.005 mm
< 0.005 mm
< 0.00I mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
25%
Silt & Clay (% Passing ##200)
1.9%
Coarse Sand
0%
Fine Sand
73%
Apparent Relative Density
N/A
Natural Moisture Content
21.8%
Organic Content
NIA
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Nydronierer portion of test method not walked
ASTM D 421: Dry Preparation of Soii Samples ASTM D 854: Specific Gravity of Soils
ASTM D 43 M Liquid Limit, Plastic Limit. & Plastic Index of Soils
ASTM D 2447: Classilication of Soi1, fbr Envinecring Purposes (Unified Soii Classification System)
Technical Responsibility: Randy Martin. P-E. Branch Manager
S&ME,INC. 6409 Amsterdam Way, 8-3, Wilmington. N(, 28405 1061-05-536i8)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 13-14, 2005
Report Date: October 17, 2005
Boring #: B-4 Sample #: S5 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 13.5'-15.0'
0 3f:rnYi A.4arliiim to 1~ina CAVY) (4P1
-r-
Particle Size Analysis
/ Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
218.62
B
Total Sample Dry Wt. + Tare Wt.
179.5
C
Dry Weight + Tare Wt-
179.54
C
Total Sample Dry Weight (B-A)
179.5
D
Water Wt. (B-C)
39,08
D
Total Sample Wt. After #200 Wash
176A
E
Dry Wt.(C-A)
179.54
E
Percent Passing #200
(I-DIC)x100
1.7%
Moisture Content (100 x D/E) (°lo)
21.8%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
314"
0.00
0.0%
100.0%
12.50
1 J2"
0.00
0-0%
100.0%
9-50
3/8"
0.00
0-0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.57
0.3%
99.7%
1.18
416
12.07
6.7%
93.3%
0-60
#30
45.64
25.4%
74.6%
0.30
#50
88.97
49.6%
50.4%
0.15
#100
165.53
92.2%
7.8%
0.075
#200
176.16
98.1 %
1.9%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (94)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.3%
Liquid Limit NIA
Fineness Modulus
L74
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 25.1%
Plastic Limit NIA
Cu = D6011310:
2.2
Fine Sand
<0.425 mm and> 0.075 mm (9200) 72.7%
Plastic Index NIA Cc=(D30)`I
(Di0xD60):
0.6
% Silt and Clay
< 0.075 mm
1.9%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
urganlc t,ontent
D 10 = 0.18 D30 = 0.21 - D60 = 0.39 D50 = 0.3 D90 = 1.1
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion ojtest method nor utitired
ASTM D 421: Dry Preparation of Soil Samples ASTM D 954: Specific Gravity of Soils
ASTM D 4318: liquid Limit, Plastic Limit, & mastic Index of Soiis
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician dame:
Technical Responsibility: Randv Martin, P.E. 13raneh Mai�a�er
S&ME, INC. 6409 Amsterdam Way: L-3. Wilmington. NC 28405 1061-05-536(8)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project#: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
tS&ME
Report Date: October 17, 2005
Test Date(s): October 14-17, 2005
Boring 4: B-4 Sample 4: S8 Sample Date: 10-6-05
Location: Wilmington, NC Offset: NIA Depth: 28.5'-30.0'
Sample Description: Gray Medium to Fine SAND (SP)
I.5" 1.0"3/4" 112"3/8" #4 #10 #20 #40 1160 #100 4200
100%
90%
80%
70 %
60%
m
dr
50%
L
a 40%
30%
20%
10%
th
--
TF
r
I
i
III
- �I►I
I
Ji.
I
,�_
!_—',I III'
-
----
_
----
100
10
IParticle Size (mm)
0.1
0.01
Cobbles
< 300 mtn (12") and > 75 mm (Y)
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 inm and >2.00 mm (# 10)
Cla
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
26%
Silt & Clay (% Passing #200)
1.1 %
Coarse Sand
0%
Fine Sand
73%
Apparent Relative Density
N/A
Natural Moisture Content
23.2%
Organic Content
NIA
Liquid Limit
N/A
Plastic Limit
NIA
Plastic Index
NIA
Description of Sand &. Gravel
1Zounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable El
References- ASTM D 422: Particle Size Ana€ysis of Soils Hvdronreler portion of test medtod not urilLed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318, Liquid Limil_ Plastic I.hvit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for laieincerine Purposes (L'niiied Soil Classification System}
Technical Responsibilit-y: Randv Martin-P.E. Branca Manaryer
.,,, —,
S&ME,INC. 6409 Amsterdam Wiv, 13-3, Wilmington, NC 28A05 1061-05-736(9)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten. Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October I4-17, 2005
Report Date: October 17, 2005
Boring 4: B-4 Sample #: SS Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth. 28.5'-30.0'
Sample Description: Gray Medium to Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
207.82
B
Total Sample Dry Wt. + Tare Wt.
168.7
C
Dry Weight+ Tare Wt.
168-65
C
Total Sample Dry Weight (B-A)
168.7
D
Water Wt. (B-C)
39.17
D
Total Sample Wt. After 4200 Wash
167.0
E
Dry Wt.(C-A)
168.65
E
Percent Passing #200 (I-D/C)xl00
1.0%
Moisture Content (100 x D/E) (%)
23.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.00/0
25.00
1.0"
0.00
0.0%
100.0%
19.00
3 /4"
0.00
0.0%
100.0%
12.50
1 /2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0-00
0.00/0
100.0%
2.36
#8
0.07
0.0%
100.0%
1.18
#16
4.26
2.5%
97.5%
0.60
#3 0
43.44
25.8%
74.2 %
0.30
#50
132.08
78.3%
21.7%
0.15
# 100
161.39
95.7%
4.3%
0.075
#200
166.87
98.9%
1_1%
Notes: Maximum Particle Size
Gravel
< 75 mm and> 4.75 mm. (44) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 min and >2.00 mitt (#f 10) 0.0%
Liquid Limit N/A Fineness Modulus
2.02
Medium Sand
<2.00 mm and> 0.425 mm (440) 25.7%
Plastic Limit N/A Cu = D60/DI0_
2.4
Fine Sand
< 0.425 mm and > 0.075 mm (4200) 73.2%
Plastic Index N/A Cc=(D30)21(D10xD60):
0.5
% Silt and Ciay
< 0.075 mm 1.1 %
Description of Sand & Gravel Rounded 0 Angular 0
Hard & Durable
El Soft 0 Weathered & Friable 0
Organic Content
D10 = 0.21 D30 = 0.24 D60 = 0.5 D50 = 0.42 D90 = 0.89
ASTM D 422: Particle Size Analysis of Soils Hydrometer pwrian of test meilrod not ntili-ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 431 S: Liquid Limit, Plastic Limil, & Plastic lndex gfSoiis
ASTM D 2487: Classification of Soils for Engineering Ptuposes ([Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randv Martin, P.E_
Branch Manacer
S&ME, INC, 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(9)

Laboratory Record Version 4.2 Particle Size Analysis of Soils *San
ASTM D 422
S&ME Project#: 1061-05-536 Report Date: October 17, 2005
Project Name: Sutton Lake Road Asphalt Plant Test Date(s)-- October 14-17, 2005
Client Narne: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-4 Sample #: S10 Sample Date: 10-6-05
Location: _ Wilmington, NC Offset: N/A Depth: 3 8.5'-40.0'
Sample Description: Tan Medium to Fine SAND (SP)
1.011/4" 1/2"3/8" lii #Io #zo H40 960 ftloo #2 00
100%
90%
80%
70%
60%
50%
ca
40% A. L
-J
30%
20% 7
--T
0%
too 10 0.1 0.01
Tarticle Size (MM)
Cobbles < 300 mm (12-� and > 75 mm (Y) Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and > 4,75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 inm and >2-00 mm (#10) Clay < 0,005 mm
Tvledium Sand < 2.00 mm and > 0,425 mm (#40) Colloids < 0-001 MM
S&NIE,INC. 6409 Amsterdam W.1v, B-1 Wilmington, NC 28405 1061-()
-536(10
Maximum Particle Size
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
44%
Silt '& Clay (% Passing #200)
2.9%
Coarse Sand
0%
fine Sand
53%
Apparent Relative Density
N/A
Natural Moisture Content
23.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic. Index
NfA
Description of Sand & Gravel
Rounded 11 Angular
0
Hard& Durable 11
Soft 0
Weathered & Friable El
References: ASTM D 422: Particle Size Analysis of Soils ffldron2cler porfian of tesr mefhod nal Wifi-ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854 Specific Gravity of -Soils
ASTM 0 43 18: Liquid Uiwit, Plastic Limit- & Plastic Indox, of Soils
ASTM D 2487: Classification of Soils for Ei&necrin?. Purposes (Unified Soil Classification Systcrn I
Technical RcsPOIISibillty, Randv Martin. P-E. Branch iMana-er
7

Laboratory Record Version 4.2
Particle Size Analysis of Sails
ASTM D 422
Project #: 1061-05-536
Project Name: .Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27994
Test Date(s): October 14-17, 2005
Report Date: October 17, 2005
Boring #: B-4 Samn le #: 5'i0 Sample Date: 10-6-05
Location: Wilmington, NC Offset: N/A Depth: 38.5'-40.0'
C�..�.-. t.. rle....----;--- Tan i�1�Ptlnlm fe, Piin,- QA IV1) (.\P)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt.
236D3
B
Total Sample Dry Wt. + Tare Wt.
191.6
C
Dry Weight + Tare Wt.
191.59
C
Total Sample Dry Weight (B-A)
191.6
D
Water Wt. (B-C)
44,44
D
I Total Sample Wt. After 9200 Wash
196.2
E
Dry WQC-A)
191.59
E
JPercent Passing #200 (I-D/C)x100
2.8%
Moisture Content (100 x D/E) (%)
23.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample_
37.50
1..5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.00/0
100.0%
19.00
3/4"
0.00
0.00/0
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9-50
318"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100..0%
2.36
98
0.41
0.2%
99.8%
1.18
#16
5.06
2.6%
97.4%
0.60
#3 0
83.84
43.8 %
56.2 %
0.30
#50
162.81
85.0%
15.0%
0.15
# 100
184.07
96.1 %
3.9%
0.075
#200
186.05
97.1 %
2.9%
Notes: Maximtun Particle Size
Gravel
< 75 min and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
<4.75 tnm and>2,00 rnm (#10) 0.2%
Liquid Limit NIA Fineness Modulus
2.28
Medium Sand
<2.00 mrn and> 0.425 mm (#40) 43.5%
Plastic Limit NIA Cu = D60/D10:
2.4
Fine Sand
< 0.425 min and > 0.075 mm (#200) 53.3%
Plastic Index NIA Cc = (D30)'i (DI0xD60):
1.0
% Silt and Clay
< 0.075 mm
2.9%
Description of Sand & Gravel Rounded
0 Angular 0
Hard & Durable
❑ Soft 13 Weathered & Friable 0
urgamc t<ontent
D 10 = 0.25 D30 - 0.4 D60 = 0.61 D50 = 0.53 D90 = i
ASTM D 422: Panic€e Size Analysis of Soils Hydrometer portion of test melhod not ulili=ed.
ASTM D421: Dry Preparation oFSoil Samplcs ASTM D 8 4: Specific Gravity of Soils
ASTM D4318: Liquid limit. Plastic Limit, & Plastic Index of Soils
ASTM D 248': Classification of Suits for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randv Martin. P.E. Branch �v1anaizcr
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 213405 1061-05-536(10)

Laboratory Record Version 4.2 j
Particle Size Analysis of SoilsIt SM
ASTM D 422
S&ME Project #: 1061-05-536 Report Date: October 17, 2005
Project Name: Sutton Lake Road Asphalt Plant Test Date(s): October 14-17, 2005
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
1
Boring #: B-5 Sample #: S3 Sample Date: 10-11 -05
Location: Wilmington, NC Offset: N/A Depth: 6.0'-7.5'
Sample Description: Tan Medium to Fine SAND (SP)
1.5" 1.0^314" 112"318^ #4 #10 U20 #40 #60 000 4200
100
N.
90%------ - -----
so°r°
bu
60%
50%
V
L.
a 40%
30%
20%7-41 ---
LL
10%
0% .
100 10 _ x 0.1 0.01
Particle Size (MM)
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 min and > 0.075 mm (#200)
Gravel < 75 mm and > 4-75 mm (94) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 min and >2-00 mm (# 10) Cla - < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (# l0) Colloids < 0.001 midi
i
Maximum Particle Size O. % Gravel 0% Medium Sand 5%
Silt & Clay (% Passing #200) 4.9% Coarse Sand 0% Fine Sand 90%
Apparent Relative Density NIA Natural Moisture Content 22.3% Organic Content NIA
Liquid Limit NIA Plastic Limit N/A Plastic Index NIA
Description of Sand & Gravel
Rounded 0 An-ular ❑ Hard &. Durable El Soft ❑ Weathered & Friable ❑
References: ASTM D a22: Particle Size Analysis of Soils Ht�drometer portion of test method not utilised
ASTM D 421: Dry Preparation of Soil Samples ASTIA D 354: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Indcx of Sails
ASTM D 248T Classifeatiou of Soils far Enginaer-mg Purposes (unified Soil Classification S�Sient)
Technical Responsibility: Randy Martin_ P.E. Branch Manages
S&tit)r,1vC. 6409:1mstirdarri Way, B-.i, Wilmington, 1'C 28405 1061-05-536011
References: ASTM D a22: Particle Size Analysis of Soils Ht�drometer portion of test method not utilised
ASTM D 421: Dry Preparation of Soil Samples ASTIA D 354: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Indcx of Sails
ASTM D 248T Classifeatiou of Soils far Enginaer-mg Purposes (unified Soil Classification S�Sient)
Technical Responsibility: Randy Martin_ P.E. Branch Manages
S&tit)r,1vC. 6409:1mstirdarri Way, B-.i, Wilmington, 1'C 28405 1061-05-536011

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 14-17, 2005
Report Date_ October 17, 2005
Boring #: B-5 Sample #. S3 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 6.0'-7.5'
,Q�m 1a nAct-rintlnn- Tnn Vi i-ainrn to Fine SAND CSPI
Particle Size Analysis
/ Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
322.04
B
Total Sample Dry Wt +Tare Wt.
263.3
C
Dry Weight +Tare Wt.
263.34
C
Total Sample Dry Weight (B-A)
263.3
D
Water Wt. (B-C)
58.70
D
Total Sample Wt. After #200 Wash
250.8
E
Dry Wt.(C-A)
263.34
E
Percent Passing #200
(1-D/C)xl00
4.8%
Moisture Content (100 x DIE) (%)
22.3°10
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0-00
0.0°%
100.0%
19.00
314"
0.00
0.0°%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0-0%
1K0%
4-75
44
0-00
0.0%
100.0%
2-36
#8
0.00
0.0%
100.0%
1.18
#16
0.63
0-2%
99.8%
0.60
430
13.33
5.1 %
94.9%
0.30
450
109.64
41.6%
58.4%
0.15
# 100
240.97
91.5%
8.5 %
0.075
#200
250.35
95.1 %
4.9%
Dotes: Maximum Particle Size
Gravel
< 75 mm and> 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and>2.00 mm (#10) 0.0%
Liquid Limit NIA
Fineness Modulus
1.38
Medium Sand
< 2.00 mm and> 0.425 mm (#40) 5.1%
Plastic Limit N/A
Cu = D601D 10:
1.8
Fine Sand
< 0.425 mm and > 0.075 mm (##200) 90.0%
Plastic Index NIA Cc=(D30)2/ (D i ND60):
0.8
% Silt and Clay
< 0.075 mm
4.9 %
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
0 Soft ❑ Weathered & Friable ❑
organic Content
D10 = 0.17 D30 = 0.2 D60 = 0.31 D50 = 0.23 D90 = 0.51
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion ojtesi medevd nvt utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4313: Liquid Limit. Plastic limit. & P12mic Indcx- of Soils
ASTM D 2487: Classification of Soils for Eneiaecrine Purposes (Unified Soil Classification System)
Technician dame:
Technical Responsibility: Randv Martin. P_F_ Branch Ma=a c
S&ME. INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536111 }

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536
Project Name. Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
tsm
Report Date: October 17, 2005
Test Date(s)_ October 14-17, 2005
Boring #: B-5 Sample #: S8 Sample Date: -_ 10-11-05
Location: Wilmin on, NC Offset: N/A Depth: 28.5'-30.0'
Sample Description: Light Gray/Tan Medium to Pine SAND (SP)
1.5" 1.0"33" 112"318" #4 #10 #20 #40 #60 #t00 9200
100%
90%
80%
70%
i Z7L
60%
50%
40%
30%
20%
10%
0°/
�
_._.
I i
i
1
I
i
3 4
I
I
._i_.._I_-.
1{f
I_
a100
Cobbles
Gravel
Coarse Sand
Medium Sand
10
< 300 mm (12") and > 75 mm 1
< 75 mm and > 4.75 mm (44
< 4.75 mm and >2.00 mm (# 1
< 2.00 mm and > 0.425 mm (4
Size (mrn)
Fine Sand
Silt
Clay _
Colloids
0.1
0.01
< 0.425 mm and > 0.075 mm (
< 0.075 and > 0.005 mm
< 0.005 mm
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
2 3 %
Silt & Clay (% Passing 4200)
0.8%
Coarse Sand
0%
Fine Sand
76%
Apparent Relative Density
NIA
Natural Moisture Content
24.3%
Organic Content
NfA
Liquid Limit
N/A
Plastic Limit
NIA
Plastic Index
N1i`A
Description of Sand & Gravel
Rounded ❑ Angular
ElHard
& Durable El
Soft ❑
Weathered &. Friable 0
)References: ASTM D 422: Particle Size Analysis of Soils Nidrometer poritort of tesi method not irNced.
ASTM D 421- Dry Preparation of.Soil Samples ASTM D 854: Specific Gravity of soils
.ASTM D 4318: Liquid Limit. Plastic limit_ & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes [Unified Soil Ciassificatiou System!
Technical Responsibility: Randv Martin. P.E. Brinell Manager
... fi' ,
S&MLINC. 640 Amsterdam Way, S-3. Wilmington, NC 284115 1061-05-536(12

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 14-17, 2005
Report Date: October 17, 2005
Boring #: B-5 Sample #: S8 Sample Date: 10-1 1-05
Location: Wilmington, NC Offset: N/A Depth: 28.5'-30.0'
S,gmnle Descrintion: Light Grav/Tan Mediums to Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
348.73
B
Total Sample Dry Wt. + Tare Wt.
280,6
C
Dry Weight + Tare WL
280.58
C
Total Sample Dry Weight (B-A)
280.6
D
Water Wt. (B-C)
68.15
D
Total Sample Wt. After #200 Wash
278.6
E
Dry Wt.(C-A)
280.58
E
Percent Passing #200 (I-D/C)x100
0.7%
Moisture Content (100 x DIE) (%)
24.3%
Sieve Size (rntn)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
151
0.0
0.0%
100.0%
25.00
1 ,0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
318"
0.00
0.0%
100.0%
4.75
#4
0,00
0.0%
100.0%
2.36
48
1.29
0.5%
99.5%
1.18
#16
16.41
5.80/0
94.2%
0.60
930
64.85
23.1 %
76.9%
0.30
#50
223,82
79.8%
20.2%
0-15
# 100
275.89
98.3%
1.7%
0,075
#200
278,37
99.2%
0.8%
Notes:
Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and 72.00 mm (#10) 0.5%
Liquid Limit
N/A Fineness Modulus
2.08
Medium Sand
<2.00 mm and> 0.425 mm (#40) 22.7%
Plastic Limit
N/A Cu = D60/D 10:
2-2
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 76.1 %
Plastic Index
N/A Cc=(D30)2/ (D I0xD60):
1.1
% Silt and Clay
< 0.075 mm 0.8%
Description of Sand & Gravel Rounded ❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D 10 =
0.22 D30 = 0.35
D60 = 0.49
D50 = 0,42 D90 = 0.9
ASTM D 422: Particle Size Analysis of Soils Hvdrvmmter portion quest melhod not wiliced.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of so€is for Engineering Pumoses (Unified Sail Classification System)
Technician Name:
Technical Responsibility: Randv lvlartin- P.E. Branch Mann! c
P""ri'w
S&IIAE, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 2W5 1063-05-536(12)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061.-05-536 Report Date
Project Name: Sutton Lake Road Asphalt Plant Test Date(s)
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27S94
*S&rA
October 17, 2005
October 14-17, 2005
Boring #: B-8 Sample #: S2 Sample Date: 10-11-05
Location: Wilmington, NC Off -set: N/A Depth: 3.5'-5.0'
Sample Description: Light Brown Medium to Fine SAND (SP)
11 1.5" 1.0"3/4" 112"3/8" 94 410 #20 940 A60 4100 #200
]Do%
90%
80%
70%
M1G 60%
Y� r
I C 5U%
0. 40%
30%
20%
10%
Doi
a
10
Tarticle Size (mm)
0.1
0.01
Cobbles
< 300 mm (12")and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (
Gravel
< 75 mm and > 4.75 rnm (94)
Silt
< 0,075 and > 0-005 mm
Coarsc Sand
< 4,75 mm and >2-00 mm (#r` 10)
ClaV
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (440)
Colloids
< 0.001 mm
Maximurn Particle Size
O.D%
Gravel
0%
Medium Sand
140/4
Silt & Clay (% Passing #200)
2.1%
Coarse Sand
0%
Fine Sand
84°%
Apparent Relative Density
N/A
Natural Moisture Content
17.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References: ASTM D 422: Particle Size Analvsis of Soils Hvdronreter portion ojtesl method not atrli_ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid L imiL Plastic Limit- & Plastic ]ndcx of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified. Soil Classification System)
Technical Responsibility: Randv 'Martin. P.L. Branch Manager
Po.,:rr
S3c1']);,l1SC_ 6409 Amsterdam Way. B-3. Wilmington. NC 28405 1061-05-536(13)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name-, Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 14-17, 2005
Report Date, October 17, 2005
Boring #: B-8 Sample #: S2 Sample Date: 10-11-05
Location: Wilmington, NC Offset NIA Depth: 3.5'-5.0'
Sample Description: Lil7ht Brown Medium to Fine SAND (SP)
Particle Size Analysis / Witbout Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +- Tare Wt.
313.80
B
Total Sample Dry Wt. + Tare Wt_
267.9
C
Dry Weight + Tare Wt.
267.85
C
Total Sample Dry Weight (B-A)
267.9
D
Water Wt. (B-C)
45.95
D
Sample Wt. After #200 Wash
262.3
E
Dry Wt.(C-A)
267.85
E
JTotal
Percent Passing #200 (I-DIC)x100
2.1%
Moisture Content (100 x D/E) (%)
17.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent PassingTotal Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3 /4"
0.00
0.0%
100.0%
12.50
1 /2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.9%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
#16
0.91
0.3%
99.7%
0.60
#30
37.03
13.81/6
86.2%
0.30
#50
174.02
65.0%
35.0%
0.15
#100
258.87
96.6%
3.4%
0.075
#200
262.17
97.9%
2.1%
Notes: Maximum Particle Size
Gravel
< 75 mm and> 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
<4.75 trim and>2.00 mm (#10)
0.0%
Liquid Limit NIA Fineness Modulus
1.76
Medium Sand
< 2.00 mm and > 0.425 mm (440) 13.8%
Plastic Limit N/A Cu = D60/D 10:
2.2
Fine Sand
< 0.425 mm and > 0.075 mm (4200) 84.1 %
Plastic Index N/A Cc=(D30)`I(DIOxD60):
1.1
% Silt and Clay
<0.075 mm
2.1%
Description of Sand & Gravel Rounded El
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D 10 = 0.19 D30 = 0.29 D60 = 0.41 D50 = 0.39 D90 = 0.69
ASTM D 422: Particle Size Analysis of Soils flYdrometer por-lion of Pest method not utilifed,
ASTM D 421: Dry Preparation of Soif Samples ASTNI D 854: Specific Gravity of Soils
ASTM D 4318: E,iquid Limit. Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soiis for Engineering ?urposes (Unified Soil Classificalion System)
Technician Name:
Technical Responsibility: Randy Mari -in, P.C_ Branch Manaxer
S&INE, INC. 6409 Amsterdam VVay, B-3, Wilmington, NC 28405 1061-05-536(13)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Report Date: October 17, 2005
Test Date(s): October 14-17. 2005
Boring #: B-8 Sample #: S8 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 28.5'-30.0'
Sample Description- bight Gray Medium to Fine SAND (SP)
1.0"314" 112"3/8" #4 ##10 #20 #40 #60 #i100 #200
1000M0%
90 %
30%
70%
60%
I�
U
V
G
A. 40%
30%
20%
10%
0o/-
100
1
l
10
iParticle Size (MM)
0.1
0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0,425 mm and > 0.075 mm (
Gravel
< 75 mm and > 4,75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10
Clay
< 0.005 mm
vledium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
11%
Silt & Clay (% Passing #200)
0.9%
Coarse Sand
0%
Fine Sand
88%
Apparent Relative Density
NIA
Natural Moisture Content
24.2%
Organic Content
NA
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friabie ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer.porfion of lest method nol rrtitLed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: liquid Lintil, Plastic Limit, &Plastic lnde\ of Soils
ASTNI D 2487: Classification of Soils for CnginLering Purposes (unified Stith Classification System)
Technical Responsibility: Randv Martin. P.E. Branch Manager
S&MEANC. 6409 ,Amsterdam Way. li-3, Wilmington. NC 2840-5 1061-05-a36(14)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 14-17, 2005
Report Date: October 17, 2005
Boring #: B-8 Sample #: SS Sample Date: 10-11-05
Location: Wilmington, NC Offset: N/A Depth: 28.5'-30.0'
Carnnle Descrintinn: Light Grav Medium to Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
8
Wet Weight + Tare Wt_
329.15
B
Total Sample Dry Wt. -+- Tare Wt.
265.0
C
Dry Weight + Tare Wt.
265.04
C
Total Sample Dry Weight (B-A)
265.0
D
Water Wt. (B-C)
64.11
D
Total Sample Wt_ After #200 Wash
262.9
E
Dry Wt.(C-A)
265.04
E
IPercent Passing 4200 (I-D/C)x100
0.8°/u
Moisture Content (100 x D/E) (%)
24.21/o
Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent PassingSieve
Total Sample
37.50
1.5"
0.0
0.0%
10D.0%
25.00
1.07,
0.00
0.0%
10D.0%
19.00
3/4"
0.00
0.0%
100.0%
12-50
1 /2"
0.00
0.00/0
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
IOD-00/0
1.18
#16
0.49
0.2%
99.8%
0.60
#30
30.42
11.5%
88.5%
0.30
#50
187.27
70.7%
29.3%
0.15
#100
260,08
98.1%
1.9%
0.075
#200
262.77
99.1 %
0.9 %
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) O.D%
Apparent Relative Density
Coarse Sand
< 4.75 min and >2.00 min (#10) 0.0%
Liquid Limit N/A Fineness Modulus
1.81
Medium Sand
< 2.00 min and > 0.425 mm (#40) 11.5%
Plastic Limit N/A Cu = D60/D 10:
2.1
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 87,7%
Plastic Index NIA Cc =(D30f / (D10xD60):
1.1
% Silt and Clay
< 0.075 mm 0,9%
Description of Sand & Gravel Rounded ❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable 0
Organic Content
D l0 = 0.2 D30 - 0.3 D60 = 0.42 D50 = 0.39 D90 = 0.61
ASTM D 422: Particle Size Analysis of Soils f t drornter portion of test method not utili=ed
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Er«inecring Pstrposes (unified Suit Classification Svstem)
Technician Name:
Technical R1 sponsibility: Randy Martin__P.F. 3randi N ana5ger
S&MB. INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(14)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Report Date: October 17, 2005
Test Date(s)_ October 14-17, 2005
Boring #: B-9 Sample #E: S2 Sample Date: 10-11-05
Location: Wilmington, NC Offset: N/A Depth: 3.5'-5.0'
San_pie Description: Brown Slightly Silty Medium to Fine SAND (SP)
1.5" 10"3I4" 1f2'3/8" #4 #10 #20 #40 460 #100 #200
100%
90%
80%
70%
CU
60%
I �
50%
I y
IJ
L
os 40%
30%
20%
10%
I L,.��..
...�
,--�.
I-
0% .
100
10
(Particle Size (mm)
0.1
0.01
Cobbles
<300 mm (12") and > 75 mm (3")
Fine Sand
< 0-425 mm and > 0.075 mm i
Gravel
< 75 mm and > 4.75 mm (44)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mrn (910)
Clay
< 0.005 miss
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 MM
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
10%
Silt & Clay (% Passing #200)
2.7%
Coarse Sand
0%
Fine Sand
87%
Apparent Relative Density
NIA
Natural Moisture Content
21.7%
Organic Content
NIA
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
NIA
Description of Sand & Gravel
Rounded ❑ Angular
C
Hard & Durable ❑
Soft 0
Weathered & Friable ❑
References: ASTM D 422: Particle Size Anaivsis ofSoils Ns-drometerpop-lion of lest method not wili_ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Unit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purmses (Unified Sail ClassiRcation Systcm)
Technical Responsibility: Randv Martil3, P.F. Branch Vlanayer
S&1N1EJNC_ 6409 Amsterdam Way. S-3. Wilmington. NC 28405 1061-11"'536(19)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road. Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27994
r
to
Test Date(s): October 14-17, 2005
Report Date: October 17, 2005
Boring #. B-9 Sample #: S2 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 3.5'-5.0'
Sample Description: Brown Sliahtly Silty Medium to Fine SAND (SP)
Particle Size Analysis I Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt.
329.09
B
Total Sample Dry Wt. + Tare Wt.
270.4
C
Dry Weight + Tare Wt.
270.41
C
Total Sample Dry Weight (B-A)
270.4
D
Water Wt. (B-C)
58.58
D
Total Sample Wt After 9200 Wash
263.1
E
Dry Wt(C-A)
270.41
E JPercent
Passing #200 (I-D/C)xI00
2.7%
Moisture Content (100 x DIE) (%)
21.7%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1 /2"
0.00
0.0%
100.0%
9.50
3/8"
0-00
0.0%
100.0%
4.75
#4
0.00
0.0°fo
100.0%
2.36
;l# 8
0.00
0.0%
100.0%
1.18
#16
0.71
0.3%
99.7%
0.60
#30
26.51
9.8%
90.2%
0.30
#50
156.50
57.9%
42.1%
0.15
4100
258.64
95.6%
4.4%
0.075
#200
262,99
97.3%
2.7%
[Votes:
Maximum Particle Size
Gravel
< 75 mm and> 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
<4.75 man and>2.00 mm (#10) 0.0%
Liquid Limit
NIA Fineness Modulus
1.64
Medium Sand
< 2.00 mm and > 0.425 mm (440) 9.3%
PIastic Limit
N/A Cu = D601D 10:
2.3
Fine Sand
< 0.425 mm and > 0.075 mm (4200) 87.5%
Plastic index
NIA Cc =fD30)2/ tD10zD60):
1.1
% Silt and Clay
< 0.075 mm 2.7%
Description of Sand & Gravel Rounded ❑ Angular ❑
Hard & Durable
❑ Soft © Weathered & Friable ❑
Organic Content
DI O =
0.17 D30 = 0.27
D60 = 0.39
D50 = 0.34 D90 = 0.6
ASTM D 422: Particle Size Analysis of Soils 14dronreter portion of Pest method tmi wilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin_ P.E_ Branch Manaaer
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(15)

Laboratory Record Version 4.2
Particle Size Analysis of Sails
ASTM D 422
S&MF Project #: 1061-05-536
Project Dame: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
1
*S&ME
Report Date: October 17, 2005
Test Date(s). October 14-17, 2005 x
Boring #: B-9 Sample #: S4 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 8.5'-10ff
Sample Description: Tan Medium to Fine SAND (SP)
1S" 1.0"314" 1/2"3/8" #4 #10 #20 #40 960 #too #200
100%
90%
80%
70%
50%
50%
L
¢+ 40%
30 %
20%
�o©,o
0°fo
lOQ
`
10
Particle Size (mrn)
0.1
0.01
Cobbles
(12") and 75 mm 3")
< 300 mm >
Fine Sand
< 0.425 mm and > 0.075 tram
Gravel
< 75 mm and > 4.75 mm (94)
Silt
< 0,073 and > 0.005 mm
Coarse Sand
< 4,75 min and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mtn and > 0.425 mm (#40)
Colloids
< 0.001 mtn
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
13%
Silt & Clay (% Passing #200)
3.1%
Coarse Sand
0%
Fine Sand
84%
Apparent Relative Density
N/A
Natural Moisture Content
20.9Mb
Organic Content
NIA
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
NIA
Description of Sand & Gravel
Rounded 0 Anaular
❑
Hard & Durable ©
Soft 0
Weathered & Friable ❑
References: ASTA4 D 422: Particle Size Analysis of Soils 1f drorneter portion ofte.0 method not tttiti_ed.
ASTM n 421: Dry Preparation of Soil Samples ASTM D 354: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit. & Plastic Indcx of Soils
ASTM D 248T Classification of Soils for i ngincering. Purposes ( knifed Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manaize;
S&WIE,INC- 6409 Amsterdam Way. B-3, Wilmington, NC 28405 1061-05-53606)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 14-17, 2005
Report Date: October 17, 2005
Boring #: B-9 Sam le #: S4 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 8.5'-10.0'
JRAlfll t�, it ..�i+■■Far.v i�. ..
_ .__ __ .-
Moisture Content
Natural
Particle Size Analysis /Without Hydrometer Analysis
Tare #
Tare Number
A
Tare Weight
A Tare Weight
B
Wet Weight + Tare Wt.
336.44
B Total Sample Dry Wt. + Tare Wt.
2178.3
C
Dry Weight + Tare Wt.
278.28
C Total Sample Dry Weight (B-A)
2783
D
Water Wt. (B-C)
58,16
D JTotal Sample Wt. After 9200 Wash
270.1
E
Dry Wt.(C-A)
278-28
E JPercent Passing #200 (1-D/C)xl00
2.9%
Moisture Content (100 x D/E) (%)
20.9%
Percent Passing
Sieve Size (mm) Sieve Size
Retained Weight
Percent Retained Total Sample
37.50 1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/9"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%.
100.0%
1.18
#16
5.05
1.8%
98.2%
0.60
#30
36.12
13.0%
87.0%
0.30
450
142.78
51.3%
48.7%
0.15
#100
260.26
93.5%
6.5%
0.075
#200
269.58
96.9%
3.1%
Notes: Maximum: Particle Size
Gravel
< 75 mm and> 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
<4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit N/A Fineness Modulus
1.60
Medium Sand
<2.00 inm and> 0.425 mm (#40) 13.0%
Plastic Limit NIA Cu = DOM10:
2.2
Fine Sand
< 0.425 mm and> 0.075 mm (4200) 83.9%
Plastic Index N/A Cc=(D30)2/ (DlOxD60):
0.8
% Silt and Clay
< 0.075 mm
3.1%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard &, Durable
❑ Soft ❑ Weathered & Friable ❑
D l 0 = 0.17 D30 = 0.22 D60 = 0.37 D50 = 0.31 D90 = 0.68
ASTM D 422: Particle Size Analysis of Soils favdronreter partioit of test method nat utilized.
AS D 421: Dry rmparation of Soil samples ASTM D 354: Specific Gravity of soils
ASTM D 431 S: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2437: Classification of Soils For Enginecring Purposes (Unified Soil Classification System)
Technician dame:
Technical Responsibility: Randy Martin_ P.E.
Branch Manager
:,d-,
S&ME. INC. 6409 Amsterdam Way, S-3, Wilmington, NC 23405 1061-95-536(16)

Laboratory Record Version 4,2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
tun
Report Date: October 19, 2005
Test Date(s): October 17-19, 2005
Boring #: B-9 Sample #: S t 0 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 38.5'-40.0'
Sample Description: Light Gray Medium. to Fine SAND (SP)
1.5" 1.0"31411 112"3/8" lf4 #10 #20 #40 #60 4100 4200
t00%
99p00n %
80 AID
70 %
60%
n
50%
m
40%
30%
20%
10%
0"l
!
I
L
i—
I
atoo
Cobbles
Gravel
Coarse Sand
Meditun Sand
10
<300mm(12")and >75mmI
< 75 mm and > 4.75 mm (#4
< 4.75 mm and >2.00 rnm (41
<2.00 mm and> 0.425 inm (#
Size (Cr M)
Fine Sand
Silt
Clav
Colloids
0.1
0.01
< 0.425 mm and > 0-075 mm (
< 0.075 and > 0.005 mm
< 0.005 mm
< 0.001 mm
Maximum Particle Size
0.0%
GraveI
0%
Medium Sand
7%
Silt & Clay (% Passing #200)
2.0%
Coarse Sand
011/0
Fine Sand
91%
Apparent Relative Density
NIA
Natural Moisture Content
27.0%
Organic Content
NIA
Liquid Limit
NIA
Plastic Limit
N/A
Plastic Index
NIA
Description of Sand & Gravel
Rounded El Angular
❑
Hard & Durabie ❑
Soft [IWeathered
&Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hpdromelerporriory oflest metlrnd nor ri(dr_ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 85C Specific Gravity of Soiis
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Pur-pases (I initied Soil Classification Svstem)
Technical Responsibility: Randv Martin. P.E. Branch Manager
Pmitlp.
S&NMINC. 6409 Amsterdam Way, i3-3. Wilmington, NC 28405 1061-05-5360))

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: B-9 Sample #: SIG Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 3 8.5'-40.0'
f- _. area;, .., 4- >~;-, -,A --Jn lCP1
iJQi13 p
Moisture Content
Natural
Particle Size Analysis / Without Hydrometer Analysis
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
327.98
B
Total Sample Dry Wt. + Tare Wt.
258.2
C
Dry Weight + Tare Wt.
258.18
C
Total Sample Dry Weight (B-A)
258.2
D
Water Wt. (B-C)
69.80
D
ITotal Sample Wt. After 4200 Wash
253.4
E
Dry Wt(C-A)
258.18
E
JPercent Passing #200 (I-D/C)x100
1.9%
Moisture Content (100 x D/E) (°/a)
27.0%
Percent Passing
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.00/0
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
318"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
98
0.00
0.0%
100.0%
1.18
416
1.94
0.8%
99.2 %
0.60
#30
16.92
6.6%
93.4%
0.30
#50
100.38
38.9%
61.1%
0.15
# 100
243.08
94.2%
5.8%
0.075
4200
252.99
98.0%
2.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#14) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 m m and >2.00 mm (# 10) 0.0%
Liquid Limit NIA Fineness Modulus
1.41
Medium Sand
<2.00 mm and > 0.425 mm (440) 6.6%
Plastic Limit NIA Cu = D60/D10:
1.8
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 91.4%
Plastic Index N/A Cc=(D30)21(DiOxD60):
o.8
% Silt and Clay
< 0.075 mm
2.0%
Description of Sand & Gravel Rounded
❑ Angular 0
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.17 D30 = 0.2 .. D60 = 0.3 D50 = 0.28 D90 = 0.52
ASTM D 422: Particle Size Analysis of Soils 11. droraerer porrron ojtrsl method nut citrli eri.
ASTM D 421: Ury Preparation of Soil Samples ASTM D 954: Spmiftc Gravity of Soils
ASTM ❑ 4319- Liquid i imit, Plastic Limit. &c Plastic Index of Soils
ASTI , D 2487: Classification of Soils for Enginecring Purposes (Unified Saii Classification System)
Technician Narne:
Technical Responsibility: Randy Marti, 1'.E. Branch Manazer
S&ME, INC. 6409 Amsterdam Way, 6-3. Wilmington, NC 28405 1061-05-536(17)

Laboratory Record Version 4.2
Particle Size Analysis of Soils *ME
ASTM D 422
S&ME Project #: 1061-05-536 Report Date: October 19, 2005
Project Name: Sutton Lake Roars .Asphalt Plant Test Date(s): October 17- 19, 2005
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-10 Sample #: S4 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 8.5'-10.0'
Sample Description: Light Gray Medium to Fine SAND (SP)
15" 1.0"314" 1/2"318" #4 #10 420 #40 960 #100 9200
100%
Al
90%
80 %-H
70%
ULJ-
tan
60%
c 50%
67
V
C. 40%
30%
20% LL
10%
J ET
0%
100 10 _ ._ i0.1 0.01
Particle Size (mm)
Cobbles < 300 mm (12") and > 75 mm (3") Fine Sand < 0.425 mm and> 0.075 mm (#200)
Gravel < 75 mm and > 4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2A0 mtn (# 10) Cla ' < 0.005 rnm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
I�
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
13%
Silt & Clay (% Passing 4200)
1.8%
Coarse Sand
0%
Fine Sand
86%
Apparent Relative Density
N/A
Natural Moisture Content
21.6%
Organic Content
NIA
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded 1] Angular
ElHard
& Durable 1]
Soft ❑
Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soil; lfrcirwneter portion gjfest nrelhod not willed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 354 Specific Gravity- of Soils
ASTM D 4318: Liquid Limit. Plastic LirniL & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes { Unified Soil Classification System)
Technical Responsibility: Randy VSartin. P.E. Branch Manarrer
S�4 ME11C. 6409 Amsterdam Way. B-3, Wilmington. NC 28405 1061-05-36(18)

Laboratory Record Version 4.2
Particle Size Analysis of Sods
ASTM D 422
Project #: 1061-05-536
Project Nance: Sutton Lake Road Asphalt Plant
Client Name- S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
tea. •
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: B-10 Sample #: S4 Sample Date: 10-11-05
Location: Wilmington, NC Offset: N/A Depth_ 8.5'-10.0'
T -_f-i f `-.... i111 ...t....r. 4.. U;-- Q ANM fcPi
aauipl%, uLJ-lilLA-11, -1511, vxu) .•
- --- - ---- -
Moisture Content
Natural
Particle Size Analysis I Without Hydrometer Analysis
Tare #
Tare Number
A
Tare Weight
A Tare Weight
B
Wet Weight +Tare Wt.
336.17
B
Total Sample Dry Wt. + Tare Wt.
276.5
C
Dry W eight + Tare Wt.
276.54
C
Total Sample Dry Weight (B-A)
276.5
D
Water Wt. (B-C)
59.63
D
JTotal Sample Wt. After 9200 Wash
272.1
E
Dry Wt.(C-A)
276.54
E Percent Passing #200 (I-D/C)x100
1.6%
Moisture Content (100 x DIE) (%)
21.6%
Percent Passing
Sieve Size (mm) Sieve Size
Retained Weight
Percent Retained Total Sample
37.50 I.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
l i2"
Q.OQ
0.00/0100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100. %
2.36
98
0.00
0.00/0
100.0%
1.18
#16
4.51
1.6%
98.4%
0_60
430
34.78
12.6%
87.4%
0.30
450
152,36
55.1%
44.9%
0.15
#100
263.14
95.2%
4.8%
O.Q75
#2Q0
271.61
98.2%
1.R%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
<4.75 mm and >2.00 mm (410) 0.0%
Liquid Limit N/A Fineness Modulus
1.65
Medium Sand
<2.00 mm and> 0.425 tnm (3#40) 12.6%
Plastic Limit N/A Cu = D60/D 10:
2.2
Fine Sand
< 0.425 mm and > 0.075 mm (4200) 85.6%
Plastic index N/A Cc=(D30)21(D I OxD60).
0.8
% Silt and Clay
< 0.075 mm
1.8%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D I 0 = 0.18 D30 = 0.24 D60 = 0.39 D50 = 0.32 D90 = 0.65
ASTM D 422: Particle Size Analysis of Soils 1 ydrvnrerer portion offest nrethad nw wiil_ed.
ASTM D 421: Dry Preparation of Soii Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid €,imit, Plastic Limit, & Plastic index of Sniffs
ASTM D 2487: Classification of Suits for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randv Martin. P.lr_ Branch 1ylanaacr
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NIC 28405 1061-05-536(18)

laboratory Record Version 4.2
Particle Size Analysis of Soils *S&ME
A STM D 422
S&ME Project ##: 1.061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2409, Wilson, NC 27894
Report Date: October 19, 2005
Test Date(s): October 17-19, 2005
Boring #: B-10 Sample #: S5 Sample Date: 10-I 1-05
Location: Wilmington, NC Offset: N/A Depth: 13.5'-15.0'
Salrtple Description: Brown Medium to Fine SAND (SP)
IS"
1.0"314" III"31S"
#4
#10 1f20 #40
#60
4100
#200
9o°i°
71�1
70f°
UD
50 /
G °
30%
-
20°fo
0% .
100
10
- — I----- _---.
0.1
0.01
Particle Size (m
75 mm (Y)
Cobbles
< 300 mrn
(12")
and >
Fine Sand
-< 0.425
mm
and > 0.075 mm (#f200)
Gravel < 75 mm and > 4.75 mm (44)
Silt
< 0-075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2.00 mm (r 10)
Clay
< 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (440)
Colloids
< 0.001 mrn
Maximum Particle Size 0.0% Gravel 0% Medium Sand 4%
Silt & CIay (% Passing #200) 1.6% Coarse Sand 0% Fine Sand 94%
Apparent Relative Density N/A Natural Moisture Content 249% Organic Content N/A
Liquid Limit N/A Plastic Limit NIA Plastic Index N/A
Description of Sand & Gravel
Rounded El Angular El Hard & Durable ❑ Soft ❑ Weathered &Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Nrdromerer portion of lest ntethod no! utilized
ASTM a 421: Drp Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit. Plastic Listtit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randv Martin_ P,E- Brancli Mana er
r',.........
S&N-M1NC. 6409 Amsterdam Way, B-3. Wilmington. NC 28405 IObI OS-53b(l9)

Laboratory Rzcord Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: B-10 Sample #: S5 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 13.5'-15.0'
Particle Size Analysis 1 Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
TareWeight
A
ITare Weight
B
Wet Weight + Tare Wt.
335.23
B
Total Sample Dry Wt. + Tare Wt.
268.5
C
Dry Weight + Tare Wt.
268.47
C
Total Sample Dry Weight (B-A)
268.5
D
Water Wt. (B-C)
66.76
D
JTotal Sample Wt. After #200 Wash
264.5
E
Dry Wt.(C-A)
268.47
E
JPercent Passing #200 (1-D/C)x100
1.5%
Moisture Content (100 x DlE) (°/a)
24.91/0
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
314"
0.00
0.0%
100.0%
12.50
1 /2"
0,00
0.0%
100.0%
9.50
318"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
48
0.00
0.0%
100.0%
1.18
416
0.27
0.1 %
99.9%
0.60
930
11.24
4.2%
95.8%
0.30
450
154.16
57.4%
42.6%
0,15
#100
260.82
97.2%
2.80/6
0.075
#200
264.29
98.4%
1.6%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
<4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit N/A Fineness Modulus
L59
Medium Sand
<2.00 mm and> 0.425 mm. (940) 4.2%
Plastic Limit NIA Cu = D601D 10:
2.1
Fine Sand
< 0.425 mm and > 0.075 mm (;#200) 94.3%
Plastic Index N/A Cc =(D30)2I (DIOxD60):
0.8
% Silt and Clay
< 0.075 mm
1.6%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Ul gauLL: 4..ULLLGLLL
D 10 = 0.19 D30 = 0.25 D60 = 0.39 D50 = 0.33 D90 = 0.52
ASTM D 422: Particle Size Analysis of Soils 11rdronrerer portion of test merhod not urflLed.
ASTM D 421: Dry Preparation of Soil Samples AST111 1 D 854: Specific Gravih- of Soiis
ASTM D 4318: Liquid Limit Plastic Limit, & Plastic Indc� of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified 5'oiI Classification Systern)
Technician Marne:
Technical Responsibility: Randv Martin, P.E. Branch Ivlana et
S&jME. INC. 6403 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(19)

Laboratory Record Version 4.2
]Particle Size Analysis of Soils
ASTM D 422
S&w Project-4: 1061-05-536
Project Nance: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Itsm
Report Date: October 19, 2005
Test Date(s): October 17-19, 2005
ing ##: B-11 Sample #: S4 Sample Date: 10-11-05
ation: Wilmington, NC Offset: NIA Depth: 8.5'-10.0`
Iple Description: Tan Medium to Fine SAND (SP)
1.5" 1.0" 314" 1R7318" #4 410 #20 #40 #60 9100 9200
100%
90%
80%
70%
c 60%
V!
Qs
50%
a
V
C 40%
30%
20 %
1 a�in
100
7
1
LL
I
.
L
r
L
�.
II
i
10
iParticle Size (MM)
0.1
0.01
Cobbles
< 300 mm (12") and> 75 mm 3"
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mtn and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (n 10)
CIE
< OM5 mm
Medium Sand
< 2.00 mm and > 0-425 mm (i#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
5%
Silt & Clay (% Passing 4200)
1.4%
Coarse Sand
0%
Fine Sand
93%
Apparent Relative Density
NIA
Natural Moisture Content
26.2%
Organic Content
N/A
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References: ASTM U 422: Particle Size Analysis of Soils Hrdronie[er portion of rest nzedrod not Wifir('d
ASTM n 421 Dry Preparation of Soil Samples ASTM D 854', Spccifiic Gravity of Saiis
ASTM D 4318: Liquid Limit. Plastic Limit. & Plastic Index of Soils
ASTR'1 D 2487: Classification of Soils for £nainecrina Purposes f Uni@ed Soil Classification System)
Tccltnieal Responsibility_ Randy Martin- P-E. Branch Manager
P- rirrlr
S&ME,iNC. 6409 Amsterdam Way. B-3. Wilmington. NC 28405 1061-0-5 536(20)

Laboratory Record Version 4.2
r
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Punt
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: B-11 Sample #: S4 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 8.5'-10.0'
Q „1- T7n P PA;itm to P;nP CANT) (CP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt.
332.06
B
Total Sample Dry Wt. + Tare Wt.
263.1
C
Dry Weight + Tare Wt.
263.09
C
Total Sample Dry Weight (B-A)
263.1
D
Water Wt. (B-C)
68.97
Total Sample Wt. After 4' 200 Wash
259.6
E
Dry Wt(C-A)
263A9
PE
Percent Passing #200 (I-D/C)xl00
1.3%
Moisture Content (100 x DIE) (%)
26.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
l .s'
OM%
1n00y.0%
25.00
1.0"
//��0.0
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1 /2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
48
0.00
0.0%
100.0%
1.18
#16
0.14
0.1%
99.9%
0.60
#30
14.08
5.4%
94.6%
0.30
#50
155.40
59.1 %
40.9%
0.15
#100
257.37
97.8%
2.2%
0.075
#200
259.48
98.6%
1.4%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (44) 0.0%
Apparent Relative Density
Coarse Sand
<4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit NIA Fineness Modulus
1.62
Medium Sand
<2.00 trim and> 0.425 mm (440) 5.4%
Plastic Limit NIA Cu = D60/D 10:
2A
Fine Sand
< 0.425 mm and > 0.075 mm (9200) 93.3%
Plastic index NIA Cc =(D30)2/ (D10xD60):
1.0
% Silt and Clay
< 0.075 mm 1.4%
Description of Sand & Gravel Rounded ❑ Angular
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Urganic uontent
D 10 = 0.19 D30 = 0.27 D60 = 0.39 D50 = 0.32 D90 = 0.55
A STM D 422: Particle S ize Analysis of Soils Hl di-ometer purtion oftest method not wilted.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 834: Specific Gravity of Soils
ASTM D 4318: Liquid Limit Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility- Randv Martin_ P_E- Branch Mana,cr
S&ME, INC. 6409 Amsterdam Wav, B-3, Wilmington, NC 28405 1061-05-536(20)

Laboratory Record Version 4.2
Particle Size Analyses of Sails _ v-
S&ME
ASTM D 422
S&ME Project #: 1061-05-536 Report Date: October 19, 2005
Project Name: Sutton Lake Road Asphalt Plant Test Date(s): October 17-19, 2005
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-11 Sample #-. S7 Sample Date: 10-I 1-05
Location: Wilmington, NC Offset: NIA Depth: 23.5'-25.0'
Sample Description: Light Gray/Tan Slightly Clayey Medium to Fine SAND (SP)
IS" 1.0"314" V2"318" #4 #10 #20 #40 460 #100 9200
I00%
90 %
80%
70%
{I�
f 60%
m C 50%
I
I Z+ 40 %
30°ia
20%
10%
0%
too 10 T_..__ .__�___.__m__ 0.1 0-01
Particle Size (ram)
i
Cobbles <300 mm (12") and> 75 mm (3") Fine Sand <0-425 mm and > 0.075 mm (#200)
Gravel < 75 mm and > 4.75 mm (44) Silt < 0.075 and > 0.005 mm
Coarse Sand < 4.75 mm and >2_QO mm (# 10} Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 rnm (#40 Colloids < 0.001 mm
I
Technical
f
r
i
l
i1�
I
1
i
_
f
'
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
17%
Silt & Clay (% Passing ;1'200)
5A%
Coarse Sand
0%
Fine Sand
77%
Apparent Relative Density
NIA
Natural Moisture Content
19.0%
Organic Content
NIA
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered &Friable ❑
References: ASTM D 422: Particle Size Analvsis of Soils N.dronreter portion of rest nefhod not rtirli=ed.
ASTM D 421 : Dry Preparation of Soil Samples ASTM D 854, Specific Gravity of Soils
AST.M D 4318: Liquid Limit, Plastic Limit, & Plastic index of Soils
A5TM. D 2487: Classification of Soils for Engineering Purposes Unified Soil Classification System}
Responsibility: Ratjdv Martin, P.C. Branch Manager
S&YIE.INC. 6409 Amsterdam Way, 3-3, Wilmin¢tott. NC ?8405 1061-(15-536{21 i

Laboratory Record Version 4.2
]Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
•
p
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: B-I I Sample #: S7 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 23.5'-25.0'
_1 . a,id.,l;,,,Y, iF- V;- RAMT) (RAl
J41111P.i ua�aav .+� ••b'�-"J J -J -
Particle Size Analysis I Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt.
316.33
B
Total Sample Dry Wt. + Tare Wt,
265.8
C
Dry Weight + Tare Wt.
265.76
C
Total Sample Dry Weight (B-A)
265.8
D
Water Wt_ (B-C)
50.57
D
Total Sample Wt. After #200 Wash
253.5
E
Dry Wt(C-A)
265.76
E
JPercent Passing #200 (1-DIC)x100
4.6%
Moisture Content (100 x DIE) (%)
19.0%
Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent PassingSieve
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%o
100.0%
1250
I/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0a/o
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
48
0.22
0.1 %
99.9%
1.18
## 16
7.73
2.9%
97.1 %
0.60
#30
46.36
17.4' %
82.6%
0.30
#50
1 165.80
62.4%
37.6%
0.15
# 100
244.93
92.2%
7.8%
0.075
#200
252.31
94.9%
5.1%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 min (#10) 0.1 %
Liquid Limit NIA Fineness Modulus
l -75
Medium Sand
< 2.00 mm and > 0.425 mm (440) 17.4%
Plastic Limit NIA Cu = D601D 10:
2.3
Fine Sand
< 0.425 mm and > 0.075 mm (9200) 77.5%
Plastic Index NIA Cc =(D30)1(Dl OxD60):
1.0
% Silt and Clay
< 0-075 mm
5.1%
Description of Sand & Gravel Rounded
❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
yrga"JQ �uiitctir
D I 0 = 0.18 D30 = 0.27 D60 = 0.41 D50 = 0.38 D90 = 0.79
ASTM D 422: Particle Size Analysis of Soi€s Flvdromcier poriian of test method not idiliced.
ASTM D 421: Dry Preparation of Soil samples ASTM D 354: Specific Gravity of Soils
ASTM D 4318: Liquid L€mit, Plastic Limit- & Plastic Index of5oils
ASTM D 2487- Classification ofSaits Fur C::eineering Purposes (Unified Soil Classification System)
Fechnician Name:
Technical Responsibility: Randv Martin. P-E. Branch Nlana,er
...7t,.,
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington. NC 28405 1061-05-536(21)

Laboratory Record Version 4,2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-05-536
Project Dame: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
*S&FA
Report Date: October 19, 2005
Test Date(s): October 17-19, 2005
Baring #: B-11 Sample #: S9 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 33.5'-35.0`
Sample Description: Light Gray Medium to Fine SAND (SP)
1.5" 1.0"314" 112"318" 94 #10 426 940 #60 MOD ##200
100 %
90%
80 %
70%
60%
H
50%
L
F+ 40%
30%
20 %
10%
IOU
�
f--i-
--
I
I_ J
....__.._. ..,.
-I
J-,..L--_,.
i ---
�...
li.i._
II
T
L.1
J- .....-
I
10
Particle Size (tnm)
0.1
0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4-75 mtn (44)
Silt
< 0-075 and > 0.005 mrn
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Cla
< 0.005 mm
Medi€�m Sand
< 2,00 mm and > 0.425 mm (-4
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
10%
Silt & Clay (% Passing 9200)
2.5%
Coarse Sand
0%
Fine Sand
8 7 %
Apparent Relative Density
NIA
Natural Moisture Content
22.4°/„
Organic Content
NIA
Liquid Limit
NIA
Plastic Limit
NIA
Plastic Index
NIA.
Description of Sand & Grave't
Rounded ❑ Angular
0
Hard & Durable 0
Soft ❑
Weathered &Friable El
References: ASTM D 422: Panicle Size Analysis of Soiis Nt-drometer portion of test Mefhoa rrof Wfle-ea.
ASTM D 421: Dry Preparation of Soil Sampim ASTti3 D 354: Specific Gravity of Soils
ASTM D 4318: Liquid LiiniL Plastic Licnit. & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engimerin2 Purposes (unified Soil Classification Srsterrti
Technical Responsibility: Randv Martin. P.B. Branclr_Manager
."
S&ME.1NC. 6409 Amsterdam Way. 3-3. Wilmington, NC 28405 1061-05-=36(22)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27994
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: B-11 Sample #: S9 Sample Date: 10-11-05
Location: Wilmington, NC Offset: N/A Depth: 33.5'-35.0'
-
Moisture Content
Natural
Particle Size Analysis / Without Hydrometer Analysis
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight+ Tare Wt.
316.05
B Total Sample Dry Wt. + Tare Wt.
258.1
C
Dry Weight + Tare Wt.
258.11
C Total Sample Dry Weight (B-A)
258.1
D
Water Wt. (B-C)
57.94
D Total Sample Wt_ After #200 Wash
252.1
E
Dry Wt.(C-A)
258.11
E Percent Passing #200 (1-D/C)x100
2.3%
Moisture Content (100 x D/E) (1/
22.41/o
Percent Passing
Sieve Size (rnm) Sieve Size
Retained Weight
Percent Retained Total Sample
37.50 1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1 /2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.48
0.2%
99.3%
2.36
#8
1,00
0.4%
99.6%
1.18
# 16
5.77
2.2%
97.8%
0.60
#30
27.65
10.7%
89.3%
0.30
#50
102.74
39.9%
60.2%
0.15
# 100
233.45
90.4%
9.6%
0,075
#200
251.58
97.5%
2.5%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.2
Apparent Relatir•e Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.2 %
Liquid Limit N/A Fineness Modulus
1.44
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 10.3%
Plastic Limit N/A Cu = D60/1)10:
1.9
Fine Sand
< 0,425 mm and > 0.075 mm (4200) 86.8%
Plastic Index N/A Cc=(D30)$/ (DI OxD60):
0.8
% Silt and Clay
< 0,075 mm
2.5 %
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
0 Soft 0 Weathered & Friable ❑
D 10 = 0.16 D30 = 0.2 D60 0.3 D50 = 0.28 D90 = 0.61
ASTINI D 422; Particle Size Analysis of Soils ltt-droremeter porrion of test medrod not "Zilized
ASTM D 421: Dry Preparation of Soit Samples ASTM D 854: Specific Gravity of Soils
AST?,4 D 4313: Liquid Limit, Plastic Limit, i_ Plastic Index Ofsoils
ASTM D 2487: Classification of Soils for Engineering i'nrousui (Unified Soil Classification Sysietn)
"Technician Name:
Technical Responsibility: Randy Martin_ P-E_ Branch iblatiatier
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 78405 1061-05-536(22)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&NIE Project #: 1061-05-536 Report Date:
Project Name: Sutton Lake Road Asphalt Plant Test Date(s):
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-12 Sample 4: S3 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 6.0'-7.5'
Sample Description: Brown Medium to Fine SAND (SP)
1,5" 1.0"314" 11x"3/8" 44 410 020 H40 060 4100 9200
100%
90%
80°%u
70%
60%
1
50°%
u
GU. 40%
300%
20%
10%
no/-
3
I
_
i €
4
1 f
i
f
E
I
0
100
to
Particle Size (mm)
0.1
0.01
Cobbles
< 300 mm (12") and > 75 mm (Y)
Fine Sand
< 0,425 mm and > 0.075 mm (
Gravel
< 75 mm and > 4.75 mm (44)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
11%
Silt & Clay (% Passing 4200)
2.1%
Coarse Sand
0%
Fine Sand
85%
Apparent Relative Density
NIA
Natural Moisture Content
24.7%
Organic Content
NIA
Liquid Limit
N/A
Plastic Limit
NIA
Plastic Index
NIA
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References_ ASTM D 422: Particle Size Analysis of Soils Nyrlrometer portion of test orethod not utitLed.
ASTM D 421: Dry Preparation of Soil Samples .ASTM D 854: Specific Gravity of Soils
ASTM D 43 € 8: Liquid Limit. Plastic limit, & Plastic indr,-, of Sails
ASTM D 2497: Classification of Soils for f_nainec:ine Purposes (tlnflied Soil Classification System)
Technical Responsibility: Randv Martin. P.E. Branch Manager
r.,„ fig
S&ME NC. 6409 ,Amsterdam Way, 3-3. Wilmington. NC 28405 1061-05-536(23)

Laboratory Record Version 42
Particle Size Analysis of Soils
ASTM D 422
Project #_ 1061-05-536
Project Name: Sutton Lake Road Asphalt Plant
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #-. B-12 Sample #: S3 Sample Date: 10-11-05
Location: Wilmington, NC Offset: NIA Depth: 6.0'-7.5'
[�..�..1,. Fl::,..,• D n AiTarl iixm to FsnP CANT) PqP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight +Tare Wt.
309.77
B
Total Sample Dry Wt. +Tare Wt.
248.3
C
Dry Weight +Tare Wt.
248.33
C
Total Sample Dry Weight (B-A)
248.3
D
Water Wt. (B-C)
61.44
D
Total Sample Wt. Auer #200 Wash
243.4
E
Dry Wt.(C-A)
248.33
E
Percent Passing #200 (I-D/C)x100
2.0%
Moisture Content (100 x D/E) (%)
24.7%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.517
0.0
0.0%
100.0%
25.00
1.011
0.00
0-0%
100.0%
19.00
3/4"
0,00
0.00/0
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0,00
0.0%
100.0%
4.75
44
1 0.00
0.0%
100.0%
2,36
#8
0.27
0.1%
99.9%
1.18
916
1.19
0.5%
99.5%
0.60
#30
31.98
12.9%
87.1%
0.30
#50
155.37
62.6%
37.4%
0,15
4100
241.78
97.4%
2.6%
0.075
#200
243.23
979°1°
2.1%
Dotes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (44) 0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and>2.00 mm (410) 0.1%
Liquid Limit N/A Fineness Modulus
1.74
Medium Sand
<2.00 rnm and> 0,425 mm (940) 12.8%
Plastic Limit NIA Cu = D60/D10:
2.1
Fine Sand
<0.425 mm and> 0.075 mm (#200) 85.1%
Plastic Index N/A Ce=(D30)'"/ (.D10xD60):
1.0
% Silt and Clay
< 0.075 mm 2.1%
Description of Sand & Gravel Rounded ❑ Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
VI Ydl 11 l- 1.UI UCI tL
D 10 = 0.19 D30 = 0.28 D60 0.4 D50 = 0.37 D90 = 0.65
ASTM D 422: Parsicle Size Analysis of soils ffvdrometer porrion ojrest method not utilized.
ASTM D 421; Dry Preparation of Soil Samp[cs ASTM D 854: Specific Gravity of Soils
ASTM D 4318: liquid Limit, Plastic Limit, & Plastic Index of Soils
AST:vt D 248 r: Classification of Soils for Engineering Purposes (.Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randv Martin. P.E. Branch.Man
;'aun;n
S&ME, WC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-05-536(23)

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-05-536
Project Name; Sutton Lake Road Asphalt Plant
Client Narne: S.T. Wooten Corporation
Client Address: PO Box 2409, Wilson, NC 27994
•
4�
Test Date(s): October 17-19, 2005
Report Date: October 19, 2005
Boring #: 13-12 Sample 4: S9 Sample Date: 10-1 1-05
Location: Wilmington, NC Offset: NIA Depth: 33.5'-35.0'
A,4-1;-. to 'MnP RANT (�ZP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
33133
B
Total Sample Dry Wt. + Tare Wt.
281.6
C
Dry Weight + Tare Wt.
281.59
C
Total Sample Dry Weight (B-A)
281.6
D
Water Wt. (B-C)
49.74
D
Total Sample Wt_ After #200 Wash
273.1
E
Dry Wt.(C-A)
291.59
E
I Percent Passing #200 (I-D/C)xl00
3 0%
Moisture Content (100 x DIE) (o/o)
17.7%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Tatar Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.01,
0.00
0.0%
100.0%
19.00
3I411
0.00
0.0%
100.0%
12.50
1/211
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.49
0.2°/a
99.8%
2.36
#8
3.32
1.2%
98.8%
1.18
# 16
33.40
11.9%
88.1%
0.60
#30
94.73
33.60,/o
66.4%
0.30
950
187.24
66.5%
33.5%
0. I 5
# 100
261.44
92.8%
7.2%
0.075
1 9200
27 2.61
96.8%
3.2%
Notes: Maximum Particle Size
i
Gravel
< 75 rum and > 4.75 rum (#4) 0.2%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 1.0%
Liquid Limit NIA Fineness Modulus
2.06
Medium Sand
<2.00 mm and> 0.425 mm (440) 32.5%
Plastic Limit NIA Cu = D60/D 10-.
2.8
Fine Sand
< 0.425 mm and > 0.075 rum (4200) 63.2%
Plastic Index N/A Cc =(D30)`/ (DIOxD60):
0.9
% Silt and Clay
< 0.075 mm
3.2 %
Description of Sand & Gravel Rounded ❑
Angular ❑
Bard & Durable
Cl Soft ❑ Weathered & Friable ❑
Vrga11H; LV11LGttL
D 10 = 0.18 D30 = 0.29 D60 = 0.51 D50 = 0.41 D90 = 1.3
ASTM D 422: Particle Size Analysis of Sails Hydrometer Pordorr of test rrrethod 1:01 urih-Cd.
ASTM D 421' Dry Preparation of Soil Samples ASTM D 854: Specific Gravity or Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index nrSnilc
ASTM D 2487: CImsifiication of Soils for Engineering Purposcs (tinifed Soil Classirication System)
Technician Narne:
Technical Responsibility: Randv Martin. P.t_ Branch Manaaer
S&ME, INC. 6409 Amsterdam Way, B-3. Wilmington. NC 28405 1061-05-536(24)

June 6, 2007
S.T. Wooten Corporation
Post Office Box 2408
Wilson, North Carolina 27894
Attention: Mr. Chris Croom
Reference: Soil Test Boring Logs and Laboratory Testing Results
Proposed Sand Borrow Pit
Sutton Lake Road
Wilmington, North Carolina
S&ME Project No. 1061-07-123
Dear Mr. Croom:
In accordance with S&ME Proposal 163-07 dated May 10, 2007, S&ME, Inc. has completed the authorized
field work and laboratory testing. As requested, two soil test borings were advanced to depths of
approximately 100 feet below the existing ground surface in the proposed borrow pit area. Also, fifteen grain
size analysis tests were performed on select recovered soil samples.
The soil test borings were advanced using wash boring drilling procedures with a CME-45 drill rig.
Initially, the borings were washed to depths of approximately 28.5 feet below the existing ground surface.
At that depth, samples were taken at 5-foot intervals using a split -spoon sampler to boring termination.
Standard penetration testing was performed in conjunction with split -spoon sampling in general
accordance with ASTM D 1586. At completion of the drilling operations, representative portions of the
split -spoon samples were returned to our laboratory for visual classification and laboratory testing. The
samples were classified in general accordance with Unified Soil Classification System guidelines.
Laboratory testing consisted of grain size analysis in general accordance with the ASTM D 422.
A Boring Location Plan, which is included as Figure 1, indicates the boring locations which should be
considered approximate. Test Boring Records, a Generalized Subsurface Profile (Figure 2), and
laboratory test data presenting the subsurface information obtained are also included with this letter.
5&ME. INC. 1 6409 Amsterdam Way, Building 63 / Wilmington. NC 28405 1 p 910.799.9945 f 910.799.9958 / wwwsmeinc.com

Proposed Borrow Pit -Sutton take Road
Wilmington, North Carolina
SAME Project Number 1061-07-123
June 6, 2007
We appreciate having the opportunity to provide our services during this phase of the project. If you have
any questions after reviewing this letter, please do not hesitate to contact us.
Sincerely,
RR MF. Tne
Geotechnical Department Manager
PMB:NPB/jns
Attachments
Vk9
Nathan Buffum
Construction Services Manager

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PROJECT: Sutton Lake Borrow Pit
Wilmington, North Carolina
TEST BORING RECORD B-'l
1061-07-123
NOTES: Boring location is approximate.
DATE DRILLED: 5116107
ELEVATION: Ground Surface
Water was noted at the time borings were
DRILLING METHOD: Wash Boring
BORING DEPTH:100.0 ft
performed. The site water level will fluctuate with
climatic and seasonal changes and might be
LOGGED BY: S. Dowell
WATER LEVEL: 12' @ TOB
higher or lower at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
V
J
j
W W
Zp -j
STANDARD PENETRATION TEST DATA
o
MATERIAL DESCRIPTION
-W'
oc
a s
t~
¢
(blows/ft)
N-Value
W
J
0
W
< O
z
W
¢
W
10 20 30 60 80
SAND
5
10
Q
15
20�.
....
25
Medium Dense Light Gray Medium to Fine SAND
(SP)
1
20
30
35
2
21
40
3
15
45
4
20
Medium Dense Dark Gray Slightly Silty Fine SAND
(SP-SM)
5
25
so—
Very Dense Dark Gray Silty Fine SAND (SM)
55
6
83
7
50f
6"
NOTES:
1. THIS LOG 1S ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THATREPORT
2. BORING, SAMPLING AND PENETRATION TEST DATA IS 1N
GENERAL ACCORDANCE WITH ASTM 0-1565.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 2
S&ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way, Building E
Wilmington, NC 28405

PROJECT: Sutton Lake Borrow Pit
Wilmington, North Carolina
TEST BORING RECORD B-1
1061-07-123
NOTES: Boring location is approximate.
DATE DRILLED: 5116107
ELEVATION: Ground Surface
Water was noted at the time borings were
DRILLING METHOD: Wash Boring
BORING DEPTH:100.0 ft
performed. The site water level will fluctuate with
climatic and seasonal changes and might be
LOGGED BY: S. Dowell
WATER LEVEL: 12' @ TOB
higher or lower at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
U
J
>
W W
p -j
STANDARD PENETRATION TEST DATA
r m
a C7
MATERIAL DESCRIPTION0
w
Q- a
g
(blowslft)
N-Value
m
o
of
w
Q
w v
10 20 30 64 80
See soil description on previous page.
65
=
8 '
82
74
9
68
Medium Dense to Very Dense Dark Gray Clayey
'
Fine SAND (SC)
1D
65
75
s4
f
"
11
25
12
59
85
<.
'
13 i
45
90
95
14
45
A
144
15
so
Boring terminated 100 feet below the existing ground
surface.
105
110
115
NOTES,
1. THIS LOG 1S ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM 0-1565
3, PENETRATION (N-VALUE) 1S THE NUMBER OF BLOWS OF 140 Le.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 2 of 2
*S&ME
ENGINEERING R TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way, Building E
Wilmington, NC 28405

PROJECT: Sutton Lake Borrow Pit
Wilmington, North Carolina
TEST BORING RECORD B-2
1061-07-123
NOTES: Boring location is approximate.
DATE DRILLED: 5117107
ELEVATION: Ground Surface
Water was noted at the time borings were
DRILLING METHOD: Wash Boring
BORING DEPTH:100.0 ft
performed. The site water level will fluctuate with
climatic and seasonal changes and might be
LOGGED BY: S. Dowell
WATER LEVEL: 12' @ TOB
higher or lower at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
0
J
uj
>
uj w
p
STANDARD PENETRATION TEST DATA
w
C7
o
MATERIAL DESCRIPTION
0�
IL r
(blowslk)
N Vaiue
o
¢
af
°z
L w
c�
<
LU
10 20 30 60 80
SAND
5
10
15
20
25
Medium Dense Light Gray Medium to Fine SAND
(SP)
30
1
20
35
.
2
17
40
3
28
45
4
16
Loose Gray Slightly Silty Coarse to Fine SAND
(SP-SM)
50
5
9
Dense to Very Dense Dark Gray Silty Fine SAND
(SM)
55
61
38
3
7
531
NOTES:
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA 1S IN
GENERAL ACCORDANCE WfTH ASTM D-I585.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 301N. REQUIRED TO DRIVE 1.41N. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL 1S AT TIME OF EXPLORATION AND WILL VARY.
Page 9 of 2
S&ME-rim
ENGINEERING m TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way, Building E
Wiimington, NC 28405

PROJECT: Sutton Lake Borrow Pit
Wilmington, North Carolina
TEST BORING RECORD B-2
1061-07-123
NOTES: Boring location is approximate.
DATE DRILLED: 5117/07
ELEVATION: Ground Surface
Water was noted at the time borings were
DRILLING METHOD: Wash Boring
BORING DEPTH:100.0 ft
performed. The site water level will fluctuate with
climatic and seasonal changes and might be
LOGGED BY: S. Dowell
WATER LEVEL: 12' @ TOB
higher or lower at other times of the year.
DRILLER: G. Eister
DRILL RIG: CME-45
c>
Lu J
>
w w
p
STANDARD PENETRATION TEST DATA
w
o
MATERIAL DESCRIPTION
W¢
o
(blowslft)
N-Value
c'
¢
U) z
V
w
10 20 30 .6.0.8.0.
See soil description on previous page.
65
8
49
70
9
58
10
54
75
%
Dense to Very Dense Dark Gray Clayey Fine SAND
r:
(SC)
11
58
80
✓,%%
85
/%
12 i
58
13 X
46
90
95
14
49
15
51
100
Boring terminated 100 feet below the existing ground
surface.
105
110
115
NOTES:
1" T41S LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECTAND MUST ONLY BE USED TOGETHER WITH
THATREPORT,
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) 1S THE NUMBER OF BLOWS OF 140 L8.
HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN, 1"D. SAMPLER
I FT
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5- WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 2 of 2
S&ME
ENGINEERING , TESTING
ENVIRONMENTAL SERVICES
6409 Amsterdam Way, Buiiding E
Wilmington, NC 28405

Laboratory Record Version 4.2
Particle Size Analysis of Soils S&ME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-1
Sample #: S8
Sample Date:
5-16-07
Location: Wilmington, NC Offset: N/A
Depth:
28.5'-30.0'
Sample Description:
Light Gray Medium to Fine SAND (SP)
"l.5 "1.0"314 "1Y2"3/8 #4 #10 #20 #40
#60
#100 #200
100%
90%
- _..._.__....... - _._.
__
- — --
- --
---
---
_ i
.._....... -
.......... _
80%
......
---.
_........... - - -.. .. --
-
.... . —
- ----
_.._..
-
- ...
--
70%°
.. . _ ....
... ......... - — J:.-., ..
--
_._._
_... _. .
3 �
C
60%
-+ ---- _ _ ................
I
-- -
--
-.....
--------------------
as
�.
:
—
_.:... _................. _. ..-:. -
-
----
- -
20°i°
Imo.
_.. ...
ao°r°
---
----- --t_ - -- -
- --;
— —
I I
- ---
0°r° ,
100
10
0.1
0.01
Particle Size (i m)
Cobbles
< 300 mm (12") and > 75 mm (3")
Pine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
21%
Silt & Clay (% Passing #200)
2.6%
Coarse Sand
0%
Fine Sand
77%
Apparent Relative Density
N/A
Natural Moisture Content
23.3%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered &
Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not Wilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2497: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
Pasirion
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123.xis

Labomtory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-1 Sample #: S8 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 28.5'-30.0'
Sample Descrintion: Tight C7rav Medium to Fine SAND (SP)
Particle Size Analysis 1 Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight .+ Tare Wt.
263.88
B
Total Sample Dry Wt. + Tare Wt.
214.1
C
Dry Weight + Tare Wt.
214.10
C
Total Sample Dry Weight (B-A)
214.1
D
Water Wt. (B-C)
49.78
D
Total Sample Wt. After #200 Wash
209.9
E
Dry Wt.(C-A)
214.10
E I
Percent Passing #200
(I-D/C)xl00
2.0%
Moisture Content (100 x D/E) (%)
23.3%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
112"
0.00
0.0%
100.0%
9.50
318"
0.00
0.0%
100.0%
4.75
#4
0,00
0.0%
100.0%
2.36
#8
0.36
0.2%
99.8%
1.18
#16
10.90
5.1%
94.9%
0.60
#30
44.61
20.8%
79.2%
0.30
#50
136.73
63.9%
36.1%
0.15
#100
190.68
1
89.1%
10.9%
0.075
#200
208.49
97.4%
2.6%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.2%
Liquid Limit NIA
Fineness Modulus
L79
Medium Sand
< 2,00 mm and > 0.425 nun (#40) 20.7%
Plastic Limit NIA
Cu = D60/D10:
2.6
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 76.5%
Plastic Index NIA Cc
=(D30)2/ (DI OxD60):
1..1
% Silt and Clay
< 0.075 rum
2.6%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.16 D30 = 0.27 D60 = 0.42 D50 = 0.39 D90 = 0.9
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of lest method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 43M Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manazer
paw-'
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123.xis

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-07-123 Report Date:
Project Name: Sutton Labe Road Borrow Pit Test Date(s):
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
- S&ME
May 30, 2007
May 22-29, 2007
Boring #: B-1 Sample #: S10 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 38.5'-40.0'
Sample Description: Light Gray Medium to Fine SAND (SP)
"1.5 "1.0"314 "112"M .#4 #10 #20 #40 #6.0 #100 .#200
100%
90%
80%
70%
ao
60%
Ic
C 50%
I �
LaJ 40%
30%
20%
10%
0%
t00 10 0.1 0.01
!Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mm (Y)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 tnm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
31%
Silt & Clay (% Passing #200)
3.0%
Coarse Sand
0%
Fine Sand
66%
Apparent Relative Density
N/A
Natural Moisture Content
24.8%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not uliliaed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
position
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 2840S 1061-07-123(2).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-1 Sample #: S10 Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 38.5'40.0'
Sample Description: Light Gray Medium to Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
309.27
B
Total Sample Dry Wt. + Tare Wt.
247.9
C
Dry Weight + Tare Wt.
247.91
C
Total Sample Dry Weight (B-A)
247.9
D
Water Wt. (B-C)
61.36
D
Total Sample Wt. After #200 Wash
240.7
E
Dry Wt.(C-A)
247.91
E
Percent Passing #200 (I-D/C)X100
2.9%
Moisture Content (100 x DIE) (%)
24.8%
Sieve Size (nun)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19,00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.24
0.1%
99.9%
1.18
#16
7.29
2.9%
97.1%
0.60
#30
77.05
31.1 %
68.9%
0.30
#50
211.75
85.4%
14.6%
0.15
#100
234.63
94.6%
5.4%
0,075
#200
240.42
97.0%
3.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 01 %
Liquid Limit NIA Fineness Modulus
2.14
Medium. Sand
< 2.00 mm and > 0,425 mm (#40) 31.0%
Plastic Limit NIA Cu = D60/D10:
2.1
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 65.9%
Plastic Index NIA Cc=(D30)'/ (D10xD60):
1.2
% Silt and Clay
< 0.075 mm
3.0%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.25 D30 = 0.39 D60 = 0.52 D50 = 0.49 D90 = 0.91
ASTM D 422: Particle Size Analysis of soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(2).xls

Labor,atory Record Version 4.2
Particle Size Analysis of Soils Y _ S&ME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-1 Sample #: S 13 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 53.5'-55.0'
Sample Description: Dark Gray Silty Fine SAND (SM)
"1.5 '1:6"3%4 "Il 378 #4 #10 420 #40 #60: :.:# 66. #200 .
100%
- I I
---- 1
_.......... _. - - -- - - - -' -
......... -- - - -- -- - - - —
I
70%--
- --- — __ F ..
�
-- - _ l_
... . ............. .... ...... ..... . ......... . .... ----- -
I
' E
-
r
40%
—- - _...-_.._.. -_-.._....
I '
i
i
I
20%
- ... - -..... ............. - - - -
I
i
{}%
100 10 0.1 0.01
Particle Size {mtn)
Cobbles
< 300 mm (12") and > 75 mm (Y)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mrn
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing #200)
26.3%
Coarse Sand
0%
Fine Sand
73%
Apparent Relative Density
NIA
Natural Moisture Content
21.4%
Organic Content
N/A
Liquid Limit
NIA
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
ro5rr�o,
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(3).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils
s
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-1 Sample #: S13 Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 53.5'-55.0'
Sample Description: Dark Gray Silty Fine SAND (SM)
Particle Size Analysis 1 Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
255.60
B
Total Sample Dry Wt. + Tare Wt.
210.5
C
Dry Weight + Tare Wt.
210.52
C
Total Sample Dry Weight (B-A)
210.5
D
Water Wt. (B-C)
45.08
D
Total Sample Wt. After #200 Wash
157.7
E
Dry Wt.(C-A)
210.52
E
JPercent Passing #200
(I-D/C)xl00
25.1%
Moisture Content (100 x DIE) (%)
21.4%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sallassin g
ple
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
318"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.02
0.0%
100.0%
118
#16
0.18
0.1%
99.9%
0.60
#30
0.37
0.2%
99.8%
0.30
#50
1.73
0.8%
99.2%
0.15
#100
100.13
47.6%
52.4%
0.075
#200
155.06
73.7%
26.3%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit NIA
Fineness Modulus
0.49
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 0.2%
Plastic Limit NIA
Cu = D60/D10:
#DIV/01
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 73.5%
Plastic Index NIA Cc
=(D30)2/ (D I OxD60):
#DIV/0?
% Silt and Clay
< 0.075 mm
26.3%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = D30 = 0.082 D60 = 0.18 D50 = 0.15 D90 = 0.25
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manaizer
P sirivn
5&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(3).xls

Laboratory Pccord Version 4,2
Particle Size Analysis of Sons _MAE
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-1
Sample #: S16
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 68.5'-70.0'
Sample Description:
Dark Gray Silty Fine SAND (SM)
"1.5 "1.0"314 "1/2"3/8 94 #10 #20 940
960
#100 #200
100%
I
90%
°
8a /°
I
O
70 /°
I, I
I
I
I I
I I
I
�
E w
°
I
III
50%
V
I�
�E
30%
I III I �
I
I
20°i°
I I I'I i i
I i
10/ 0
i
,
i
I
0%
_
100
101
01 0.01
Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passim #200)
20.0%
Coarse Sand
0%
Fine Sand
80%
Apparent Relative Density
N/A
Natural Moisture Content
24.4%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilised.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
position
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(4).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-I Sample #: S16 Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 68.5'-70.0'
Sample Description: Dario Grav Siltv Fine SAND lSMI
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight } Tare Wt.
293.67
B
Total Sample Dry Wt. + Tare Wt.
236.1
C
Dry Weight } Tare Wt.
236.06
C
Total Sample Dry Weight (B-A)
236.1
D
Water Wt. (B-C)
57.61
D
Total Sample Wt. After 4200 Wash
196.9
E
Dry Wt.(C-A)
236.06
E
Percent Passing 4200
(I-D/C)xl00
16.6%
Moisture Content (100 x DIE) (%)
24.4%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent PassingTotal Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
I9.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
#16
0.10
0.0%
100.0%
0.60
#30
0.12
0.1%
99.9%
0.30
#50
0.55
0.2%
99.8%
0.15
# 100
96.96
41. I %
58.9%
0,075
9200
188.81 1
80.0%
1
20.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit NIA
Fineness Modulus 0.41
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 0.1 %
Plastic Limit NIA
Cu = D60/1) 10: #DIV/01
Fine Sand
< 0.425 mm and > 0.075 mm (4200) 79.9%
Plastic Index NIA Cc
=(D30)2/ (DIOxD60): 4DIV/01
%Silt and Clay
< 0.075 mm
20.0%
Description of Sand & Gravel Rounded ©
Angular
Hard & Durable
© Soft © Weathered & Friable 13
Organic Content
D10 = D30 = 0.09 D60 = 0.16 D50 = 0.14 D90 = 0.25
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilised.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(4).xls

LaboiatonF record Version 4.2
Particle Size Analysis of Soils *MAE
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring 4: B-1
Sample 9: S 17
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 73.5'-75.0'
Sample Description:
Dark Gray Clayey Fine SAND (SC)
"1.5 "1.0"314 "1/2°318 94 910 420 940
960
4100 9200
100°i°
90°/O,
I
80%
7a°i°
E
a° 6 /
R
0.
I
w
5o°/
a>
0.
40%
�
I I
i I
I I
30%
°
20/ 0
10%
I
I
I I
0%
100
0
10 1
0.1 0.01
Particle Size {mm)
Cobbles
< 300 ram (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (1200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing 4200)
30.5%
Coarse Sand
0%
Fine Sand
69%
Apparent Relative Density
N/A
Natural Moisture Content
29.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Ancrular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utili_ed,
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Fngineerin,- Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin,. P.E. Branch Manager
positron
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(5).xls

Laboratory Record Version 4.2
s
Particle Size Analysis of Sons
► @JXAM
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-1 Sample #: S17 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 73.5'-75.0'
Sample Description: Dark Grav Clavev Fine SAND (SC)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
NaturalTare
#
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
272.09
B
Total Sample Dry Wt. + Tare Wt.
210.6
C
Dry Weight + Tare Wt.
210.58
C
Total Sample Dry Weight (B-A)
210.6
D
Water Wt. (B-C)
61.51
D
Total Sample Wt. After 4200 Wash
156.9
E
Dry Wt.(C-A)
210,58
E
Percent Passing #200 {1-D/C)x100
25.5%
Moisture Content (100 x D/E) {%)
29.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1 /2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
48
0.00
0.0%
100.0%
1.18
416
0.00
0.0%
100.0%
0.60
430
0.10
0.0%
100.0%
0.30
450
0.25
0.1%
99.9%
0.15
#100
63.93
30.4%
69.6%
0.075
##200
146.41 1
69.5%
30.5%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (94)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (410) 0.0%
Liquid Limit NIA Fineness Modulus
0.31
Medium Sand
< 2.00 mm and > 0,425 mm (#40) 0.0%
Plastic Limit NIA Cu = D60/D10:
9DJV/0±
Fine Sand
< 0.425 mm and> 0.075 mm (#200) 69.5%
Plastic Index NIA Cc=(D30)2/ (D10xD60):
#DIV/OI
% Silt and Clay
<0.075 mm
30.5%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = D30 = 0.075 D60 _ 0.13 D50 = 0.11 D90 = 0.21
ASTM D 422: Particle Size Analysis of Soils Hydrometerportion of test method not utilised.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 43 i8: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin. P.E. Branch Manager
Posido»
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(5).xis

Laboratory Record Version 4.2
Particle Size Analysis of Soils 5&ME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-1
Sample 4: S 19
Sample Date:
5-16-07
Location: Wilmington, NC Offset: N/A
Depth:
83.5'-85.0'
Sample Description:
Dark Gray Clayey Fine SAND (SC)
"1.5 "1.0"314 "1/2"318 44 910 920 940
960
4100 4200
100 %
90
80%
I I I I
I
70%
60 /°
F
50%
I
w
I
I
a
40%
O
LLLL
20%
°
10 /°
00
0/
100
10 1
0.1
0.01
Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (4200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing #200)
29.0%
Coarse Sand
0%
Fine Sand
71 %
Apparent Relative Density
N/A
Natural Moisture Content
28.0%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of rest method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin. P.E. Branch Manager
Position
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(6).xis

Laboratory Record Version 4.2
Particle Size Analysis of Sons
Project #: 1.061-07-123 Test Date(s)
Project Name: Sutton Lake Road Borrow Pit Report Date
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-1 Sample #: S19 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 83.5'-85.0'
Sample Descrittion: Dark Grav Clavev pine SAND (SC)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
264.09
B
Total Sample Dry Wt. + Tare Wt.
206.3
C
Dry Weight + Tare Wt.
206.31
C
Total Sample Dry Weight (B-A)
2063
D
Water Wt. (B-C)
5T78
D
Total Sample Wt. After #200 Wash
155.0
E
Dry Wt.(C-A)
206.31
E
Percent Passing 4200 (1-D/C)x100
24.9%
Moisture Content (100 x D/E) (%)
28.0%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37,50
1.5"
0.0
0.0%
100.0%
25,00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
416
0.00
0.0%
100.0%
0.60
#30
0.05
0.0%
100.0%
0.30
450
0.17
0.1%
99.9%
0.15
## 100
58.78
28.5%
71.5%
0.075
1 4200
1 146.41
71.0%
29.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit NIA Fineness Modulus 0.29
Medium Sand
< 2.00 mm and > 0.425 mm (940) 0.0%
Plastic Limit N/A Cu = D60/1)10: #DIV/O!
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 70.9%
Plastic Index N/A Cc=(D30)'/ (DIOxD60): #DIVIO?
% Silt and Clay
< 0.075 mm
29.0%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
DIO = D30 = 0.075 D60 = 0.13 D50 = 0.11 D90 = 0.21
............. .. . ..... ..
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not uhhl ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 431 & Liquid Limit, Plastic Limit, & Plastic Index of Soils
,ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manager
po"i0on
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(6).xis

Laboratory Record Version 4,2
Particle Size Analysis of Soils *S&ME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-1
Sample 4: S21
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 93.5'-95.0'
Sample Description:
Dark Gray Clayey Fine SAND (SC)
111.5 "1.0"3/4 "112"3/8 #4 #10 #20 #40
#60
91.00 4200
100%
90%
I
I
i
I
I
I I
70%
I I III
I I'
i I I I I
I
i
I
60
E
i
50 /°
G
V
II
I
v A
° 4 0 /°
3 °
0/o
I I
� I
I ,
0 a /°
i
I
I
I
10°ro
I i
0%
I
100
101
0.1 0.01
Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (44)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing 4200)
37.4%
Coarse Sand
0%
Fine Sand
63%
Apparent Relative Density
N/A
Natural Moisture Content
28.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils .hydrometer portion of test method nor utili-ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
Posawel
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(7).xls

Laboratory' Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29. 2007
May 30, 2007
Boring #: B-1 Sample #: S21 Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 93.5'-95.0'
Sample Description: Dark Grav Clavev Fine SAND (SC)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
282.81
B
Total Sample Dry Wt. + Tare Wt.
220.6
C
Dry Weight + Tare Wt.
220.63
C
Total Sample Dry Weight (B-A)
220.6
D
Water Wt. (B-C)
62.18
D
Total Sample Wt. After #200 Wash
147.6
E
Dry Wt.(C-A)
220.63
E
JPercent Passing #200 (I-D/C)XI00
33.1%
Moisture Content (100 x D/E) (%)
28.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
416
0.00
0.0%
100.0%
0.60
#30
0.12
0.I %
99.9%
0.30
450
0.43
0.2%
99.8%
0.15
4100
41.29
18.7%
81.3%
0.075
#200
138.15
62.6%
37.4%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (44)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit NIA Fineness Modulus
0.19
Medium Sand
<2.00 mm and> 0.425 mm (#40) 0.1%
Plastic Limit NIA Cu = D60/D10:
##DIVIO!
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 62.6%
Plastic Index NIA Cc=(D30)2/ (DlOxD60):
#DIV/O!
% Silt and Clay
< 0.075 mm
37.4%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = D30 = D60 = 0.11 D50 = 0.09 D90 = 0.19
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utihzed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manager
pmimw
S&ME, INC. 6409 Amsterdam Way, 13-3, Wilmington, NC 28405 1061-07-123(7).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils SILME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #: S9
Sample Date:
5-16-07
Location: Wilmington, NC Offset: N/A
Depth:
33.5'-35.0'
Sample Description:
Light Gray Medium to Fine SAND (SP)
"1:5 "1.0" 3!4 "1/2" 3/8 #4 #10 #20 #40
#60
::
#i00 :#200
-
100
90 %
r----
;,
--
— - -- - -
70%
_-
-- -
I
-
-
50%
_ .
— _ .....
- _-.......... --
o
f
T
' ---
—
--
_ - -
i
i
10%
- r
-- ...... -
0°i°
100
10�
03
0.01
.!Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mm (3 ")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
1%
Medium Sand
25%
Silt & Clay (% Passing #200)
2.7%
Coarse Sand
1%
Fine Sand
71%
Apparent Relative Density
N/A
Natural Moisture Content
23.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References; ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy. Martin, P.E. Branch Manager
Position
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(8).xis

Laboratory Record Version 4.2
Particle Size Analysis of Soils
s
ASTM D 422
Project #: 1061-07-123 Test Date(s)
Project Name: Sutton Lake Road Borrow Pit Report Date
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S9 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 33.5'-35.0'
Sample Descrintion: Light Grav Medium to Fine SAND fSPI
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
278.34
B
Total Sample Dry Wt. + Tare Wt.
225.9
C
Dry Weight + Tare Wt.
225.86
C
Total Sample Dry Weight (B-A)
225.9
D
Water Wt. (B-C)
52.48
D
Total Sample Wt.
After #200 Wash
220.0
E
Dry Wt.(C-A)
225.86
E
Percent Passing #200 (I-D/C)X100
2.6%
Moisture Content (100 x DIE) (%)
23.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent PassingTotal Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
2.54
1.1%
98.9%
2.36
#8
3.82
1.7%
98.3%
1.18
#16
11,07
4.9%
95.1%
0.60
#30
59.97
26.6%
73.4%
0.30
#50
160.53
71.1%
28.9%
0.15
##100
210.03
93.0%
7.0%
0.075
#200
219.70
97.3%
2.7%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
1.1%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.6%
Liquid Limit N/A
Fineness Modulus
1.98
Medium Sand
< 2.00 min and > 0.425 mm (#40) 24.9%
Plastic Limit N/A
Cu = D60/D10:
2.7
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 70.7%
Plastic index N/A
Cc =(D30)2/ (Dt OxD60):
1.0
% Silt and Clay
< 0.075 mm
2.7%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.18 D30 = 0.3 D60 = 0.49 D50 = 0.41 D90 = 0.96
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin. P.E. Branch Manager
Pos'60"
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(8).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils S&M--E
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #-. S1 i
Sample Date:
5-16-07
Location: Wilmington,
NC Offset: N/A
Depth:
43.5'-45.0'
Sample Description:
Light Gray Medium to Fine SAND (SP)
111.5 "1.0"3/4 ".1l2"3/8 #4 #10 #21) #40
#60
4100: #200
.
100
i
90%
-' --
I
- 1 - - --
.... ._ _�
-- -
---
---
- - - -
- -- —
- - --
80%
.
_...... ----- r..,..__
. _._ -
_ ! ._.
-
-
_ _ . ! ....................
-._.._._........ -
i
40%
._ __....
30%
-
-
- -
- ........
---------------
i
0%
100
10
0.1
0.01
Particle Size (111
.
Cobbles
< 300 mm 02") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
40%
Silt & Clay (% Passing #200)
2.0%
Coarse Sand
1%
Fine Sand
56%
Apparent Relative Density
N/A
Natural Moisture Content
22.4%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&MB,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(9).xIs

Laboratory Record Version 4.2
Particle Size Analysis of Soils
r
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: SI I Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 43.5'-45.0'
Sample Descrintion: Licht Grav Medium to Fine SAND (SP)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
287.84
B
Total Sample Dry Wt. + Tare Wt.
235.2
C
Dry Weight + Tare Wt.
235.17
C
Total Sample Dry Weight (B-A)
235.2
D
Water Wt. (B-C)
52.67
D
Total Sample Wt. After #200 Wash
230.7
E
Dry Wt.(C-A)
235.17
E
Percent Passing #200 (1-D/C)x100
1.9%
Moisture Content (100 x D/E) (%)
22.4%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0,00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
2.68
1.1%
98.9%
1.18
#16
21.19
9.0%
91.0%
0.60
#30
97.84
41.6%
58.4%
0.30
#50
206.67
879%
12.1%
0.15
#100
227.10
96.6%
3.4%
0.075
#200
230.38
98.0%
2.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (# 10) 1.1 %
Liquid Limit NIA Fineness Modulus
2.36
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 40.5%
Plastic Limit N/A Cu = D60/D 10:
2.2
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 56.4%
Plastic Index NIA Cc=(D30)2/ (DlOxD60):
0.9
% Silt and Clay
< 0.075 mm
2.0%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.28 D30 0.4 D60 = 0.61 D50 = 0.51 D90 = 1.2
ASTM D 422: Particle Size Analysis of Soils Hydraneterportion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manama
Position
S&ME, INC. 6409 Amsterdam Way, 13-3, Wilmington, NC 28405 1061-07-123(9).xis

Laboratory Record Version 4.2
Particle Size Analysis of Soils S&ME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #:
S 12
Sample Date: 5-16-07
Location: Wilmington, NC Offset:
N/A
Depth: 48.5'-50.0'
Sample Description:
Gray Slightly Silty Coarse to Fine SAND (SP-SM)
"l.5 "I.0"3/4 "I/2"3/8 94 #10
#20 #40 #60
#100 #260
100
- - - ......................... .... ......
-
9o°i°
- -'
-
- ---- ---
I
80%
-
- - -- -_-
-_
— - -
I
70%_.
_
77
--- ----
`
E ..
eSD%
-
-
1
- ------ - —
I
-------
.......................... .....------------------------
20
i
E
10%
0%
100
10
0.1 .. 0.01
Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mm (Y)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0-075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
8%
Medium Sand
22%
Silt & Clay (% Passing #200)
9.0%
Coarse Sand
29%
Fine Sand
32%
Apparent Relative Density
N/A
Natural Moisture Content
16.5%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable © Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilised.
ASTM D 421: Dry Preparation of soil Samples ASTM D 854: Specific Gravity of soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purpose (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME,1NC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(10).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils
•
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S12 Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 48.5'-50.0'
SnrnnlP 17P-,crintion- Grav Sliuhtly Silty Coarse to Fine SAND (SP-SM)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
296.42
B
Total Sample Dry Wt. + Tare Wt.
254.4
C
Dry Weight + Tare Wt.
254.38
C
Total Sample Dry Weight (B-A)
254.4
D
Water Wt. (B-C)
42.04
D
JTotal Sample Wt. After #200 Wash
232.8
E
Dry Wt.(C-A)
254.38
E
I Percent Passing #200
(I-DIC)x100
8.5%
Moisture Content (100 x D/E) (%)
16.5%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0 %
19.00
3/4"
0.00
0.0%
100.0 %
12.50
1/2"
3.16
1.2%
98.8%
9.50
3/8"
4.50
1.8%
98.2%
4.75
#4
19.91
7.8%
92.2%
2,36
#8
94.01
37.0%
63.0%
1.18
# 16
139.78
54.9%
45.1 %
0.60
#30
150.72
59.2%
40.8%
0.30
#50
159.27
62.6%
37.4%
0.15
#100
207.33
81.5%
18.5%
0.075
#200
231.41
91.0%
9.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
7.8%
Apparent Relative Density
Coarse Sand
< 4.75 nun and >2.00 mm (#10) 29.1%
Liquid Limit N/A
Fineness Modulus
3.06
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 22.3%
Plastic Limit NIA
Cu = D60/1310:
26.3
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 31.7%
Plastic Index NIA Cc
=(D30)'/ (D 10xD60):
0.3
% Silt and Clay
< 0.075 mm
9.0%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = 0.08 D30 = 0.21 D60 = 2.1 D50 = 1.7 D90 = 4.4
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility:
Randy Martin, P.E.
Branch Manager
pwirimi
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07A23(10).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils #SME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #: S14
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 58.5'-60.0'
Sample Description:
Dark Gray Silty Fine SAND (SM)
"1.5 "1.0"314 "112"318 #4 #10 #20 #40
#60
#100 9200
100
90%
i I I I
80%
I I
I
o /°
I
I
i
en
C
a
a
60° °
i I
50%
I
a
a
4a /°
I � I
I
3Q /°
20%
I
I E I
10%
0%
100
10 1
0.1 0.01
Particle size (mm)
Cobbles
< 300 mm (12") and > 75 mm (3 ")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing #200) 16.1%
Coarse Sand
0%
Fine Sand
84%
Apparent Relative Density
N/A
Natural Moisture Content
27.4%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered &
Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not atili_ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM 1) 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineerin.- Purposes (Unified Soil Classification System)
Technical Responsibility: Randya_.,tin, P.E. Branch ManaLyer
Posinon
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(11).xls

Laboratory- Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s)
Project Name: Sutton Lake Road Borrow Pit Report Date
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S14 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 58.5-60.0'
Sample Description: Dark Grav Silty Fine SAND (SM)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
NaturalTare
#
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
278.0I
B
Total Sample Dry Wt. + Tare Wt.
218.2
C
Dry Weight + Tare Wt.
218.23
C
Total Sample Dry
Weight (B-A)
218.2
D
Water Wt. (B-C)
59.78
D
Total Sample Wt. After #200 Wash
187.0
E
Dry WQC-A)
218.23
E
JPercent Passing #200 (1-D/C)x100
14.3%
Moisture Content (100 x D/E) (%)
27.4%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0,00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
# 16
0.26
0.1 %
99.9%
0.60
#30
0.88
0.4%
99.6%
0.30
#50
2.77
1.3%
98.7%
0.15
# 100
116.15
53.2%
46.8%
0.075
#200
183.16
83.9%
16.1 %
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (910) 0.0%
Liquid Limit NIA
Fineness Modulus
0.55
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 0.4%
Plastic Limit N/A
Cu = D60/D10: #DIV/0'.
Fine Sand
< 0.425 mm and > 0.075 nun (#200) 83.5%
Plastic Index N/A
Cc=(D30)21(D10r-D60): #DiV/0?
% Silt and Clay
< 0.075 mm
16.1%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = D30 = 0.11 D60 = 0.19 D50 _ 0.17 D90 = 0.26
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utili-ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin. P.E. Branch Manaeer
Position
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(11).xis

Laboratory Record Version 4.2
Particle Size Analysis of Sons
ASTM D 422
S&ME Project #: 1061-07-123
Project Name: Sutton Lake Road Borrow Pit
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #: S15
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 63.5'-65.0'
Sample Description:
Dark Gray Silty Fine SAND (SM)
"1,5 "1.0"314 "1/2"3/8 #4 #10 #20 440 #60
#100 #200
100%
90%
80%
I
o
bA
60%
I
C
5 0°
,
u
I
A.
40%
I
i : I
I I
I I
30%
I '
°
20 /o
I,
I
i
I
°
10 /°
i
0%
100
10
Particle Size (mm)
0.1 0.01
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4,75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing #200) 16.2%
Coarse Sand
0%
Fine Sand
84%
Apparent Relative Density
N/A
Natural Moisture Content
23.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered &
Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utili.:ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Ma=4er
pave n
S&ME,INC, 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(12).x1s

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S I5 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 63.5'-65.0'
Sample Description: Dark Gray Silty Fine SAND (SM)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
283.92
B
Total Sample Dry Wt. + Tare Wt.
230.4
C
Dry Weight + Tare Wt.
230.38
C
Total Sample Dry
Weight (B-A)
230.4
D
Water Wt. (B-C)
53.54
D
Total Sample Wt. After #200 Wash
196.4
E
Dry Wt.(C-A)
230.38
E
Percent Passing 9200 (I-D/C)x100
14.7%
Moisture Content (100 x DIE) (%)
232%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
98
0.00
0.00/0
100.0%
1.18
#16
0.00
0.0%
100.0%
0.60
#30
0.07
0.0%
100.0%
0.30
#50
1.62
0.7%
99.3%
0.15
# 100
129.79
56.3%
43.7%
0.075
#200
193.15
83.8%
16.2%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (#10) 0.0%
Liquid Limit NIA
Fineness Modulus
0,57
Medium Sand
< 2.00 mm and > 0.425 mm (440) 0.0%
Plastic Limit N/A
Cu=D60/D10:
#DIV/0?
Fine Sand
<0.425 mm and> 0.075 mm (#200) 83.8%
Plastic Index NIA
Cc =(D30)2/ (DIOxD60):
#DIV/0I
% Silt and Clay
< 0.075 mm
16.2%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D 10 - D30 = 0.12 D60 = 0.19 D50 = 0.17 D90 = 0.26
ASTM D 422: Particle Size Analvsis of Soils Hvdrometerportion of test method not urdired.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Enoineerins Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin. P.E. Branch Manager
Position
S&ME, INC. 6409 Amsterdam Way, B 3, Wilmington, NC 28405 1061-07-123(12).xis

Laboratory Record Version 4.2
Particle Size Analysis of Soils *SME
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring 4: B-2
Sample 4: S18
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 78.5'-80.0'
Sample Description:
Dark Gray Clayey Fine SAND (SC)
"1.5 "1.0"3/4 "1/2"3/8 #4 #10 #20 #40
#60
#100 #200
100%
90%
I
I
0
sa r°
i
70%
i
60%
R
w+
/°------------
50 O
c
40%
0
30/o
I
I I
I I
°
20 /v
I
E i
�
10%
I,�'
°
i
100
10 1
0.1 0.01
Particle Size (mm)
Cobbles
< 300 mm (12") and > 75 mrn (3")
Fine Sand
< 0.425 mm and > 0.075 mm (9200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (440)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing 4200)
27.8%
Coarse Sand
0%
Fine Sand
72%
Apparent Relative Density
N/A
Natural Moisture Content
25.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular
❑
Hard & Durable ❑
Soft ❑
Weathered &
Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utrlLed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin. P.E. Branch Manage
Pavrion
S&ME,INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(13).xis

Laboratory Record Version 4.2
Particle Size Analysis of Sods
ASTM D 422
Project #: 1061-07-123 Test Date(s)
Project Name: Sutton Lake Road Borrow Pit Report Date
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S18 Sample Date: 5-16-07
Location: Wilmington, NC Offset: NIA Depth: 78.5'-80.0'
Sample Description: Dark Grav Clayev Fife SAND (SC)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight f Tare Wt.
268.72
B
Total Sample Dry Wt. f Tare Wt.
214.6
C
Dry Weight f Tare Wt.
214.60
C
Total Sample Dry Weight (B-A)
214.6
D
Water Wt. (B-C)
54.12
D
Total Sample Wt. After 4200 Wash
162.8
E
Dry Wt.(C-A)
214.60
E
Percent Passing #200
(I-D/C)xl00
24.1%
Moisture Content (100 x D/E) (%)
25.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
44
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
# 16
0.00
0.0%
100.0%
0.60
#30
0.02
0.0%
100.0%
030
#50
0.16
0.1%
99.9%
0.15
#100
72.19
33.6%
66.4%
0.075
#200
154.94
72.2%
27.8%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2,00 mm (# 10) 0.0%
Liquid Limit N/A
Fineness Modulus 0.34
Medium Sand
< 2.00 mm and > 0.425 mm (#40) 0.0%
Plastic Limit NIA
Cu = D60/D 10: #D1V/0!
Fine Sand
< 0.425 mm and > 0.075 mm (#200) 72.2%
Plastic Index N/A Cc
=(D30)2/ (D10xD60): #DIV/0!
%Silt and Clay
< 0.075 mm
27.8%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D10 = D30 = 0.079 D60 = 0.14 D50 = 0.12 D90 = 0.22
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilised.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manager
position
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(13).xls

Laboratory- Record Version 4.2
Particle Size Analysis of Soils Im E3i&M
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Lake Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #: S20
Sample Date:
5-16-07
Location: Wilmington, NC Offset: N/A
Depth:
88.5'-90.0'
Sample Description:
Dark Gray Clayey Fine SAND (SC)
"1.5 "1.0"3/4 "1/2"318 44 #10 920 940
960
9100 9200
100%
90%
I
I I I
I I I
80 /°
I
i
I
70 /°
I I
I I
I i
I I I
I
I I
I I
I I
�
I I
I
I
•E
60%
I I
50%
I
m
C4 E
4
I I
I
30%
%
I
O
ZO /°
I E
1 ° /° 0
I
I
I I
I
I I
100
10 1
0.1
0.01
Particle Size tm)
Cobbles
< 300 mm (12") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing 4200)
24.8%
Coarse Sand
0%
Fine Sand
75%
Apparent Relative Density
N/A
Natural Moisture Content
32.2%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilised.
ASTM D 421: Dry- Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Ensineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin. P.E. Branch Manager
Position
S&MEJNC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(14).xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils
UVIOMAXIMN
Project #: 1.061-07-123 Test Date(s):
ProjectName: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S20 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 88.5'-90.0'
Sample Description: Dart: Gray Clayey Pine SAND (SC)
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
294.86
B
Total Sample Dry Wt. + Tare Wt.
223.0
C
Dry Weight + Tare Wt.
222.99
C
Total Sample Dry Weight (B-A)
223.0
D
Water Wt. (B-C)
71.87
D
Total Sample Wt. After 4200 Wash
177.1
E
Dry Wt.(C-A)
222.99
E
I Percent Passing 4200 (I-D/C)x100
20.6%
Moisture Content (100 x DIE) (%)
32.2%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
Percent Passing
Total Sample
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
#8
0.00
0.0%
100.0%
1.18
916
0.05
0.0%
100.0%
0.60
#30
0.15
0.1%
99.9%
0.30
950
0.76
0.3%
99.7%
0.15
9100
67.33
30.2%
69.8%
0.075
#200
167.73
75.2%
24.8%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (#4)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (# 10) 0.0%
Liquid Limit NIA Fineness Modulus
031
Medium Sand
<2.00 mm and > 0.425 mm (#40) 0.1%
Plastic Limit NIA Cu = D60/D10: #DIV/O'.
Fine Sand
< 0.425 mm and > 0.075 mm (44'200) 75.2%
Plastic Index NIA Cc=(D30)'/ (D1OxD60): #DIV/Of
% Silt and Clay
< 0.075 mm
24.8%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
Di0 = D30 = 0.08 D60 = 0.14 D50 = 0.12 D90 = 0.22
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not Wiliced.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin. P.E. Branch Manager
Position
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 1061-07-123(14).xls

Lab:,, atory Record Version 4.2
Particle Size Analysis of Soils *MAE
ASTM D 422
S&ME Project #: 1061-07-123 Report Date: May 30, 2007
Project Name: Sutton Labe Road Borrow Pit Test Date(s): May 22-29, 2007
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
Boring #: B-2
Sample #: S22
Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A
Depth: 98.51-100.0'
Sample Description:
Dark Gray Clayey Fine SAND (SC)
"1.5 "1.0"3/4 "1/2"318 44 #10 #20 #40
#60
4100 #200
100%
90%
°
0/ 8 0
I
i
I
I I
I
70%
I I
.y
60 / 0
i
'
50%
U
I
O
4 0/o
I i
II
30%
I
20%
10%
0
0/o
I I
I I
I
I00
10 1
0.1 0.01
Particle Size (mm)
Cobbles
< 300 mm 02") and > 75 mm (3")
Fine Sand
< 0.425 mm and > 0.075 mm (4200)
Gravel
< 75 mm and > 4.75 mm (44)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (# 10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
0%
Silt & Clay (% Passing 4200)
37.0%
Coarse Sand
0%
Fine Sand
63%
Apparent Relative Density
N/A
Natural Moisture Content
28.6%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft El Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utili_ed.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randv Martin. P.E. Branch ManaEzer
Position
S&ME,INC. 6409 Amsterdam Way, 13-3, Wilmington, NC 28405 1061-07-123(15).xis

Laboratory Record Version 4,2
Particle Size Analysis of Soils
ASTM D 422
Project #: 1061-07-123 Test Date(s):
Project Name: Sutton Lake Road Borrow Pit Report Date:
Client Name: S.T. Wooten Corporation
Client Address: PO Box 2408, Wilson, NC 27894
May 22-29, 2007
May 30, 2007
Boring #: B-2 Sample #: S22 Sample Date: 5-16-07
Location: Wilmington, NC Offset: N/A Depth: 985-100.0'
Samnle Description: Dark Grav Clavev Fine SAND (SO
Particle Size Analysis / Without Hydrometer Analysis
Moisture Content
Natural
Tare #
Tare Number
A
Tare Weight
A
Tare Weight
B
Wet Weight + Tare Wt.
236.84
B
Total Sample Dry Wt. + Tare Wt.
184.2
C
Dry Weight + Tare Wt.
184.23
C
Total Sample Dry Weight (B-A)
184.2
D
Water Wt. (B-C)
52.61
D
Total Sample Wt. After #200 Wash
126.7
E
Dry Wt.(C-A)
184.23
E
Percent Passing #200
(1-D/C)x100
31.2%
Moisture Content (100 x D/E) (%)
28.6%
Sieve Size (mm)
Sieve Size
Retained Weight
Percent Retained
ng
Total SaPercent Pmplassiassie
37.50
1.5"
0.0
0.0%
100.0%
25.00
1.0"
0.00
0.0%
100.0%
19.00
3/4"
0.00
0.0%
100.0%
12.50
1/2"
0.00
0.0%
100.0%
9.50
3/8"
0.00
0.0%
100.0%
4.75
#4
0.00
0.0%
100.0%
2.36
0
0.00
0.0%
100.0%
1.18
#16
0.00
0.0%
100.0%
0.60
#30
0.03
0.0%
100.0%
0.30
950
0.14
0.1%
99.9%
0.15
9100
29.35
l 5.9%
84.1 %
0.075
9200
116.06
1
63.0%
37.0%
Notes: Maximum Particle Size
Gravel
< 75 mm and > 4.75 mm (94)
0.0%
Apparent Relative Density
Coarse Sand
< 4.75 mm and >2.00 mm (410) 0.0%
Liquid Limit NIA
Fineness Modulus
0.16
Medium Sand
<2.00 mm and> 0.425 mm (#40) 0.0%
Plastic Limit NIA
Cu=D60/D10: #D1V/0!
Fine Sand
< 0.425 mm and> 0.075 mm (4200) 63.0%
Plastic Index N/A Cc
=(D30)2/ (D10xD60):
4DIV/0!
% Silt and Clay
< 0.075 mm
37.0%
Description of Sand & Gravel Rounded ❑
Angular ❑
Hard & Durable
❑ Soft ❑ Weathered & Friable ❑
Organic Content
D 10 = D30 = D60 = 0.11 D50 = 0.09 D90 = 0.18
ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 248T Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technician Name:
Technical Responsibility: Randy Martin, P.E. Branch Manager
r.wr,.
S&ME, INC. 6409 Amsterdam Way, B-3, Wilmington, NC 28405 106i-07-123(15).xls

j O B 5 '•,
OW
T,� 7 4-i 1 S1 • �
134
•; B3
• fir_ •- ter: �� 1 '.�• �i. �
�B 1
i h S
W.

Lab No
Material
Sampled
From
Sampled By
Bore #1 3.5-5.0
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date 12/29/11
Project Preliminary
Time
Tested By Robert
25 1 15
Screen Size
Weiqht Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
2.7
0.9
0.9
99
45-95
#30
0.0232
54.5
16.8
17.7
82
25-75
#50
0.0116
1921
44.7
62.5
38
5-e-30
#100
0.0058
291.6
32.3
94.8
5
6>.610
#200
0.0029
298.5
2.2
97.04
2.96
0-3
Pan
298.6
0.0
97.1
2.93
Wash Loss
5.0
1.6
Total
99
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
307.6
307.6
Lab Number
Bore #1 3.5-5.0
298.7
Fineness Modulus
1.76
8.9
Specific Gravity
2.64
0.0%
-0.4%
Absorbtion
0.4%
0-3 ( /d1

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No.
Bore #1 8.5-10
Date 12/29/11
Material
2S
Project Preliminary
Sampled
NEW INVISTA
Time
From
Sampled By
Butch
Tested By Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
7.0
1.5
1.5
98
45-95
#30
0.0232
50.8
9.4
10.9
89
25-75
#50
0.0116
289.8
51.4
62.3
38
8-30
#100
0.0058
431.6
30.5
92.8
7
.5-10
#200
0.0029
440.0
1.8
94.56
5.44
0-3
Pan
440.3
0.1
94.6
5.37
Wash Loss
5.0
1.1
Total
96
Wet Weight 465.3
Weight Before Wash 465.3
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
440.3
25.0
0.0%
-0.4%
Lab Number
Fineness Modulus
Specific Gravity
Absorbtion
Bore #1 8.5-10
1.67
2.64
0.4%

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No. Bore #1 13.5-15 Date 12/29/11
Material 2S Project Preliminary
Sampled NEW INVISTA Time
From
Sampled By Butch Tested By Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.1
0.0
0.0
100
95-100
#8
0.093
2.2
0.5
0.6
99
80-100
#16
0.046
7.7
1.4
2.0
98
45-95
#30
0.0232
40.0
8.4
10.4
90
25-75
#50
0.0116
112.0
18.7
29.1
71
8-30
#100
0.0058
324.7
55.3
84.4
16
5-10
#200
0.0029
346.5
5.7
90.09
9.91
0-3
Pan
350.0
0.9
91.0
9.00
Wash Loss
5.0
1.3
Total--T-
92
Wet Weight
384.6
Weight Before Wash
384.6
Lab Number
Bore #1 13.5-15
Weight After Wash
350.0
Fineness Modulus
1.27
Wash Loss
34.6
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

Lab No
Material
Sampled
From
Sampled By
Bore #1 18.5-20
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
2.1
0.5
0.5
99
80-100
#16
0.046
27.2
6.3
6.9
93
45-95
#30
0.0232
128.0
25.4
32.2
68
25-75
#50
0.0116
286.1
39.8
72.1
28
8-30
#100
0.0058
375.7
22.6
94.6
5
.5-10
#200
0.0029
382.0
1.6
96.22
3.78
0-3
Pan
382.5
0.1
96.3
3.65
Wash Loss
5.0
1 3
Total
98
Wet Weight
397
Weight Before Wash
397.0
Lab Number
Bore #1 18.5-20
Weight After Wash
382.7
Fineness Modulus
2.06
Wash Loss
14.3
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

Lab No.
Material
Sampled
From
Sampled By
Bore #1 23.5-25
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.9
0.2
0.2
100
95-100
#8
0.093
9.7
2.4
2.7
97
80-100
#16
0.046
37.1
7.6
10.3
90
45-95
#30
0.0232
115.1
21.6
31.8
68
25-75
#50
0.0116
264.2
41.3
73.1
27
8-30
#100
0.0058
349.0
23.5
96.6
3
5-10
#200
0.0029
353.5
1.2
97.81
2.19
0-3
Pan
353.6
0.0
97.8
2.16
Wash Loss
5.0
1.4
Total
99
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
361.4
361.4
353.6
7.8
0.0%
-0.4%
Lab Number
Fineness Modulus
Specific Gravity
Absorbtion
Bore #1 23.5-25
2.15
2.64
0.4%

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No. Bore #1 28.5-30 Date
Material 2S Project
Sampled NEW INVISTA Time
From
Sampled By Butch Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
3.1
0.6
0.6
99
80-100
#16
0.046
28.8
5.2
5.8
94
45-95
#30
0.0232
135.2
21.4
27.2
73
25-75
#50
1 0.0116
391.7
51.6
78.8
21
8-30
#100
0.0058
472.9
16.3
95.2
5
.5-10
#200
0.0029
476.0
0.6
95.77
4.23
0-3
Pan
476.2
0.0
95.8
4.19
Wash Loss
5.0
1.0
Total
97
Wet Weight
497
Weight Before Wash
497.0
Lab Number
Weight After Wash
476.6
Fineness Modulus
Wash Loss
20.4
Specific Gravity
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
Bore #1 28.5-30
2.08
2.64
0.4%

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No Bore #1 33.5-35 Date
Material 2S Project
Sampled NEW INVISTA Time
From
Sampled By Butch Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.6
0.1
01
100
80-100
#16
0.046
9.9
2.1
2.2
98
45-95
#30
0.0232
107.4
21.9
24.2
76
25-75
#50
0.0116
351.0
54.8
78.9
21
8-30
#100
0.0058
426.8
17.0
96.0
4
5-10
#200
0.0029
434.7
1.8
97.77
2.23
0-3
Pan
434.9
0.0
97.8
2.18
Wash Loss
5.0
1 1
Total
99
Wet Weight
444.6
Weight Before Wash
444.6
Lab Number
Bore #1 33.5-35
Weight After Wash
434.9
Fineness Modulus
2.01
Wash Loss
9.7
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

Lab No.
Material
Sampled
From
Sampled By
4er S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Bore #1 38.5-40
2S
NEW INVISTA
Butch
Date
Project
Time
Tested By
12/29/ 11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.1
0.1
0.1
100
95-100
#8
0.093
0.3
01
0.2
100
80-100
# 16
0.046
3.4
1.9
2.0
98
45-95
#30
0.0232
67.8
38.5
40.5
59
25-75
#50
0.0116
143.6
45.3
85.8
14
8-30
#100
0.0058 1
158.7
9.0
94.9
5
.5-10
#200
0.0029
160.3
10
95.82
4.18
0-3
Pan
160.4
0.1
95.9
4.12
Wash Loss
5.0
3.0
Total
99
Wet Weight 167.3
Weight Before Wash 167.3 Lab Number Bore #1 38.5-40
Weight After Wash 160.6 Fineness Modulus 2.23
Wash Loss 6.7
Specific Gravity 2.64
Total Moisture 0.0%
Free Moisture -0.4% Absorbtion 0.4%

* S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No
Bore #1 43.5-45
Date
Material
2S
Project
Sampled
NEW INVISTA
Time
From
Sampled By
Butch
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Rat
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
7.6
16
1.6
98
95-100
#8
0.093
22.5
31
4.7
95
80-100
#16
0.046
34.8
2.6
7.2
93
45-95
#30
0.0232
59.5
5.1
12.4
88
25-75
#50
0.0116
253.0
40.2
52.6
47
8-30
#100
0.0058
427.9
36.3
88.9
11
.5-10
#200
0.0029
448.9
4.4
93.27
6.73
0-3
Pan
454.0
1.1
94.3
5.67
Wash Loss
5.0
1.0
Total
95
Wet Weight
481.3
Weight Before Wash
481.3
Lab Number
Bore #1 43.5-45
Weight After Wash
454.0
Fineness Modulus
1.67
Wash Loss
27.3
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No Bore #1 53.5-55
Material 2S
Sampled NEW INVISTA
From
Sampled By Butch
Date 12/29/11
Project Preliminary
Time
Tested By Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.2
0.0
0.0
100
80-100
#16
0.046
1.0
0.2
0.2
100
45-95
#30
0.0232
3.6
0.6
0.8
99
25-75
#50
0.0116
7.8
1.0
1.8
98
8-30
#100
0.0058
122.0
26.4
28.3
72
.5-10
#200
0.0029
158.8
8.5
36.78
63.22
0-3
Pan
160.5
0.4
37.2
62.83
Wash Loss
5.0
1.2
Total
38
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
431.8
431.8
Lab Number Bore #1 53.5-55
160.5 Fineness Modulus 0.31
271.3
Specific Gravity 2.64
0.0%
-0.4% Absorbtion 0.4%

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No
Boring 2 / 68.5-70
Date
01/12/12
Material
Sand
Project
Sampled
Time
From
Sampled By
Tested By
Screen Size
Weight Retained
Percent Retained Accum % Ret
Percent Pass
Spec. Limits Remarks
3/8 inch
0.371
0.0
0.0
11
0.0
100
100
#4
o.1s5
0.0
0.0
10.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
3.8
0.8
0.8
99
45-95
#30
0.0232
82.6
15.6
16.4
84
25-75
#50
0.0116
311.2
45.3
61.7
38
8-30
#100
:0.0058
472.9
32.1
93.8
6
.5-10
#200
o.0029
484.8
2.4
96.13
3.87
0-3
Pan
487.9
0.6
96.7
3.25
Wash Loss
0.0
0.0
Total
97
Wet Weight
504.3
Weight Before
Wash
504.3
Lab Number
Boring
2 ! 68.5-70
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
487.3
0.0%
-0.4%
Fineness Modulus 1.73
Specific Gravity 2.64
Absorbtion 0.4%

Lab No. Boring 3 / 3.5-5
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Rat
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
# 16
0.046
2.0
0.5
0.5
99
45-95
#30
0.0232
91.9
22.9
23.4
77
25-75
#50
0.0116
303.8
54.0
77.4
23
8-30
#100
0.0058
383.2
20.2
97.6
2
.5-10
#200
0.0029
384.7
0.4
97.96
2.04
0-3
Pan
384.9
0.1
98.0
1.99
Wash Loss
0.0
0.0
Tota I-771
98
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
392.7
392.7
384.9
7.8
Lab Number Boring 3 / 3.5-5
Fineness Modulus 1.99
Specific Gravity 2.64

Lab No Boring 3 / 8.5-10
Material
Sampled
From
Sampled By
Sand
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
# 16
0.046
0.3
0.1
0.1
100
45-95
#30
0.0232
35.5
7.8
7.9
92
25-75
#50
0.0116
319.8
63.0
70.9
29
8-30
#100
0.0058
442.9
27.3
98.2
2
.5-10
#200
0.0029
444.7
0.4
98.60
1.40
0-3
Pan
444.8
0.0
98.6
1.37
Wash Loss
0.0
0.0
Total
99
Wet Weight 451
Weight Before Wash 451.0 Lab Number Boring 3 / 8.5-10
Weight After Wash 444.8 Fineness Modulus 1.77
Wash Loss 6.2
Specific Gravity 2.64

Lab No.
Material
Sampled
From
Sampled By
S. T. Wooten Corporation
%1#6
Boring 3 / 13.5-15
Sand
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
# 16
0.046
1.0
0.3
0.3
100
45-95
#30
0.0232
31.1
8.4
8.7
91
25-75
#50
0.0116
176.7
40.6
49.2
51
8-30
#100
0.0058
320.4
40.0
89.3
11
.5-10
#200
0.0029
336.0
4.3
93.62
6.38
0-3
Pan
336.2
0.1
93.7
6.32
Wash Loss
0.0
0.0
Tota 1
94
Wet Weight 358.9
Weight Before Wash 358.9 Lab Number Boring 3 / 13.5-15
Weight After Wash 336.2 Fineness Modulus 1.47
Wash Loss 22.7
Specific Gravity 2.64

��, S. T. Wooten Corporation
Lab No Boring 3 / 18.5-20
Material Sand
Sampled
From
Sampled By
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Rat
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
# 16
0.046
0.3
0.1
0.1
100
45-95
#30
0.0232
26.8
7.8
7.9
92
25-75
#50
0.0116
218.0
56.5
64.4
36
8-30
#100
0.0058
318.4
29.6
94.0
6
.5-10
#200
0.0029
325.0
1.9
95.96
4.04
0-3
Pan
325.0
0.0
j 96.0
4.04
Wash Loss
0.0
0.0
Total
96
Wet Weight 338.7
Weight Before Wash 338.7
Weight After Wash
Wash Loss
325.0
13.7
Lab Number
Fineness Modulus
Boring 3 / 18.5-20
1.66
Specific Gravity 2.64

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No. Boring 3 / 23.5-25
Material Sand
Date
Project
Sampled Time
From
Sampled By Tested By
01 /12/12
Screen Size
Weight Retained
Percent Retained
Accum % Rat
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
0.5
0.3
0.3
100
45-95
#30
0.0232
29.1
15.8
16.0
84
25-75
#50
0.0116
135.4
58.6
74.6
25
8-30
# 100
0.0058
175.0
21.8
96.5
4
.5-10
#200
0.0029
177.4
1.3
97.79
2.21
0-3
Pan
177.6
0.1
97.9
2.09
Wash Loss
0.0
0.0
Total
98
Wet Weight
181.4
Weight Before Wash
181.4 Lab Number
Weight After Wash
177.6 Fineness Modulus
Wash Loss
3.8
Specific Gravity
Boring 3 / 23.5-25
1.87
2.64

�S. T. Wooten Corporation
Lab No. Boring 3 / 33.5-35
Material
Sampled
From
Sampled By
Sand
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
2.2
1.5
1.5
99
80-100
#16
0.046
11.9
6.4
7.8
92
45-95
#30
0.0232
41.5
19.5
27.4
73
25-75
#50
0.0116
91.9
33.2
60.6
39
8-30
#100
0.0058
141.3
32.6
93.2
7
.5-10
#200
0.0029
146.1
3.2
96.37
3.63
0-3
Pan
146.1
0.0
96.4
3.63
Wash Loss
0.0
0.0
Tota I
96
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
151.6
151.6 Lab Number
146.1 Fineness Modulus
5.5
Specific Gravity
Boring 3 / 33.5-35
1.91
2.64

Lab No
Material
Sampled
From
Sampled By
Bore #413.5-15
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
0.6
0.2
0.2
100
45-95
#30
0.0232
22.3
6.8
6.9
93
25-75
#50
0.0116
175.9
47.9
54.8
45
8-30
#100
0.0058
294.7
37.0
91.8
8
.5-10
#200
0.0029
302.1
2.3
94.11
5.89
0-3
Pan
302.4
0.1
94.2
5.79
Wash Loss
5.0
1.6
Total
96
Wet Weight 321
Weight Before Wash 321.0
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
Lab Number
302.4 Fineness Modulus
18.6
Specific Gravity
0.0%
-0.4%
Absorbtion
Bore #413.5-15
1.54
2.64
0.4%

Lab No.
Material
Sampled
From
Sampled By
S. T. Wooten Corporation
p Seive Analysis
fr ��6Q�aT� AASHTO 7 STM C 33
�rr
Bore #4 3.5-5 Date
2S Project
NEW INVISTA Time
Butch Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass[455
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
#4
0.185
0.0
0.0
0.0
100
#8
0.093
0.0
0.0
0.0
100
# 16
0.046
2.0
0.6
0.6
99
#30
0.0232
57.3
17.4
18.0
82
#50
0.0116
220.9
51.5
69.5
31
#100
0.0058
301.4
25.3
94.8
5
.5-10
#200
0.0029
304.6
1.0
95.82
4.18
0-3
Pan
304.7
0.0
95.8
4.15
Wash Loss
5.0
16
Total
97
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
317.9
317.9 Lab Number Bore #4 3.5-5
304.8 Fineness Modulus 1.83
13.1
Specific Gravity 2.64
0.0%
-0.4% Absorbtion 0.4%

V/
Lab No
Material
Sampled
From
Sampled By
Bore #4 23.5-25
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
1.6
0.5
0.5
100
95-100
#8
0.093
12.3
3.1
3.6
96
80-100
#16
0.046
66.4
15.9
19.5
80
45-95
#30
0.0232
205.3
40.8
60.3
40
25-75
#50
0.0116
305.8
29.5
89.9
10
8-30
#100
0.0058
331.0
7.4
97.3
3
.5-10
#200
0.0029
334.3
1.0
98.24
1.76
0-3
Pan
334.5
0.1
98.3
1.70
Wash Loss
5.0
1.5
Total
100
Wet Weight
340.3
Weight Before Wash
340.3
Lab Number
Bore #423.5-25
Weight After Wash
353.9
Fineness Modulus
2.71
Wash Loss
-13.6
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

Lab No.
Material
Sampled
From
Sampled By
Bore #4 33.5-35
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
1.3
0.3
0.3
100
45-95
#30
0.0232
52.2
13.5
13.9
86
25-75
#50
0.0116
241.0
50.2
64.1
36
8-30
#100
0.0058
348.2
28.5
92.7
7
.5-10
#200
0.0029
352.6
12
93.83
6.17
0-3
Pan
353.4
0.2
94.0
5.96
Wash Loss
5.0
1.3
Total
95
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
375.8
375.8
Lab Number
Bore #4 33.5-35
353.9
Fineness Modulus
1.71
21.9
Specific Gravity
2.64
0.0%
-0.4%
Absorbtion
0.4%

Lab No.
Material
Sampled
From
Sampled By
Bore #4 43.5-45
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
2.0
0.8
0.8
99
95-100
#8
0.093
9.9
3.1
3.9
96
80-100
#16
0.046
47.7
15.0
18.9
81
45-95
#30
0.0232
1351
34.7
53.6
46
25-75
#50
0.0116
210.5
29.9
83.5
16
8-30
#100
0.0058
244.0
13.3
96.8
3
.5-10
#200
0.0029
247.5
1.4
98.21
1.79
0-3
Pan
247.6
0.0
98.3
1.75
Wash Loss
5.0
2.0
Total
100
Wet Weight
252
Weight Before Wash
252.0
Lab Number
Bore #4 43.5-45
Weight After Wash
247.6
Fineness Modulus
2.58
Wash Loss
4.4
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

Lab No.
Material
Sampled
From
Sampled By
Bore #4 53.5-55
2S
NEW INVISTA
Butch
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date 12/29/11
Project Prelimina
Time
Tested By Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.1
0.0
0.0
100
80-100
#16
0.046
0.7
0.2
0.3
100
45-95
#30
0.0232
1.9
0.5
0.8
99
25-75
#50
0.0116
4.4
1.0
1.7
98
8-30
#100
0.0058
133.2
50.9
52.7
47
5-10
#200
0.0029
183.8
20.0
72.71
27.29
0-3
Pan
183.9
0.0
72.7
27.25
Wash Loss
5.0
2.0
Total
75
Wet Weight 252.8
Weight Before Wash 252.8 Lab Number Bore #4 53.5-55
Weight After Wash 183.9 Fineness Modulus 0.55
Wash Loss 68.9
Specific Gravity 2.64
Total Moisture 0.0%
Free Moisture -0.4% Absorbtion 0.4%

Lab No
Material
Sampled
From
Sampled By
*U "0 S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Bore #4 73.5-75
2S
NEW INVISTA
Butch
Date
Project
Time
Tested By
12/29/11
Preliminary
Robert
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
3.4
1.1
1.1
99
95-100
#8
0.093
5.9
0.8
1.9
98
80-100
#16
0.046
8.0
0.7
2.6
97
45-95
#30
0.0232
10.3
0.7
3.3
97
25-75
#50
0.0116
12.8
0.8
4.1
96
8-30
#100
0.0058
93.1
26.0
30.1
70
.5-10
#200
0.0029
152.1
19.1
49.16
50.84
0-3
Pan
153.1
0.3
49.5
50.52
Wash Loss
5.0
1.6
Total
51
Wet Weight
309.4
Weight Before Wash
309.4
Lab Number
Bore #4 73.5-75
Weight After Wash
153.5
Fineness Modulus
0.43
Wash Loss
155.9
Specific Gravity
2.64
Total Moisture
0.0%
Free Moisture
-0.4%
Absorbtion
0.4%

Lab No.
Material
Sampled
From
Sampled By
Boring 6/ 3.5-5
Sand
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
0.9
0.2
0.2
45-95
#30
0.0232
40.6
10.9
11.2
25-75
#50
0.0116
154.7
31.4
42.6
8-30
#100
0.0058
238.1
23.0
65.5
.5-10
#200
0.0029
246.7
2.4
67.91
0-3
Pan
247.0
0.1
68.0
32.01
Wash Loss
0.0
0.0
Total
68
Wet Weight 363.3
Weight Before Wash 363.3
Weight After Wash
Wash Loss
Total Moisture
Free Moisture
247.0
116.3
0.0%
-0.4%
Lab Number
Fineness Modulus
Specific Gravity
Absorbtion
Boring 6/ 3.5-5
1.20
2.64
0.4%

Lab No. Boring 6/ 8.5-10
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
1.0
0.3
0.3
100
45-95
#30
0.0232
63.4
19.4
19.7
" -
25-75
#50
0.0116
224.1
49.9
69.5
30
8-30
#100
0.0058
314.2
28.0
97.5
3
.5-10
#200
0.0029
318.3
1.3
98.76
1.24
0-3
Pan
318.4
0.0
98.8
1.21
Wash Loss
0.0
0.0
Tota 1
99
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
322.3
322.3
318.5
3.8
Lab Number
Fineness Modulus
Boring 6/ 8.5-10
1.87
Specific Gravity 2.64

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No. Boring 6/ 13.5-15 Date
Material Sand Project
Sampled
From
Sampled By
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
1.1
0.3
0.3
100
45-95
#30
0.0232
59.9
14.3
14.6
85
25-75
#50
0.0116
277.2
53.0
67.6
32
8-30
#100
0.0058
388.0
27.0
94.6
5
.5-10
#200
0.0029
400.0
2.9
97.56
2.44
0-3
Pan
400.3
0.1
97.6
2.37
Wash Loss
0.0
0.0
Total
98
Wet Weight 410
Weight Before Wash 410.0 Lab Number Boring 6/ 13.5-15
Weight After Wash 400.3 Fineness Modulus 1.77
Wash Loss 9.7
Specific Gravity 2.64

Lab No Boring 6/ 18.5-20
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
3.8
1.2
1.2
99
45-95
#30
0.0232
37.4
10.3
11.5
88
25-75
#50
0.0116
188.6
46.5
58.0
42
8-30
#100
0.0058
312.5
38.1
96.2
4
.5-10
#200
0.0029
320.5
2.5
98.65
1.35
0-3
Pan
320.5
0.0
98.6
1.35
Wash Loss
0.0
0.0
Total
99
Wet Weight
Weight Before Wash
324.9
324.9
Lab Number Boring 6/ 18.5-20
Weight After Wash 320.5 Fineness Modulus 1.67
Wash Loss 4.4
Specific Gravity 2.64

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No Boring 6/ 23.5-25
Material Sand
Sampled
From
Sampled By
Date 01 /12/12
Project
Time
Tested By
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
1 0.046
2.9
1.1
1.1
99
45-95
#30
0.0232
52.8
19.0
20.2
80
25-75
#50
0.0116
161.4
41.5
61.6
38
8-30
#100
1 0.0058
246.6
32.5
94.1
6
.5-10
#200
0.0029
253.9
2.8
96.91
3.09
0-3
Pan
253.9
0.0
96.9
3.09
Wash Loss
0.0
0.0
Total
97
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
262
262.0
253.9
8.1
Lab Number
Fineness Modulus
Specific Gravity
Boring 6/ 23.5-25
1.77
2.64

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No Boring 6/ 28.5-30 Date
Material Sand Project
Sampled Time
From
Sampled By Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
1.7
0.6
0.6
45-95
#30
0.0232
39.5
14.1
14.7
25-75
#50
0.0116
185.0
54.1
68.9
8-30
#100
0.0058
256.1
26.5
95.3
5
.5-10
#200
0.0029
259.1
1.1
96.43
0-3
Pan
259.1
0.0
96.4
3.57
Wash Loss
0.0
0.0
Total
1 96
Wet Weight 268.7
Weight Before Wash 268.7 Lab Number
Weight After Wash 259.1 Fineness Modulus
Wash Loss 9.6
Specific Gravity
Boring 61 28.5-30
1.79
2.64

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No. Boring 6/ 33.5-35 Date
Material Sand Project
Sampled Time
From
Sampled By Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
1 95-100
#8
0.093
5.2
1.8
1.8
98
80-100
#16
0.046
32.4
9.3
11.1
89
45-95
#30
0.0232
92.4
20.5
31.6
68
25-75
#50
0.0116
184.9
31.6
63.2
37
8-30
#100
0.0058
267.5
28.2
91.5
9
.5-10
#200
0.0029
273.4
2.0
93.47
6.53
0-3
Pan
273.7
0.1
1 93.6
6.43
Wash Loss
0.0
0.0
Total
94
1
F
Wet Weight 292.5
Weight Before Wash 292.5 Lab Number
Weight After Wash 274.0 Fineness Modulus
Wash Loss
Specific Gravity
Boring 6/ 33.5-35
1.99
2.64

�•.
S. T. Wooten Corporation
Lab No Boring 6/ 38.5-40
Material Sand
Sampled
From
Sampled By
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
2.1
0.8
0.8
99
80-100
#16
0.046
13.9
4.3
5.1
95
45-95
#30
0.0232
63.9
18.4
23.5
25-75
#50
0.0116
172.5
40.0
63.5
8-30
#100
O.0058
256.7
31.0
94.5
5
.5-10
#200
0.0029
263.4
2.5
97.02
2.98
0-3
Pan
263.5
0.0
97.1
2.95
Wash Loss
0.0
0.0
Total
97
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
271.5
271.5
263.5
8.0
Lab Number
Fineness Modulus
Boring 6/ 38.5-40
1.88
Specific Gravity 2.64

Lab No Boring 6/ 43.5-45
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
1.2
0.4
0.4
100
95-100
#8
0.093
2.0
0.3
0.7
99
80-100
#16
0.046
5.9
1.4
2.1
45-95
#30
0.0232
36.8
10.9
13.0
25-75
#50
0.0116
92.1
19.6
32.6
8-30
#100
0.0058
220.9
45.6
78.3
.5-10
#200
0.0029
267.6
16.5
94.83
0-3
Pan
269.2
0.6
95.4
4.61
Wash Loss
0.0
0.0
-T
Tota 1
95
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
282.2
282.2
Lab Number Boring 6/ 43.5-45
270.0 Fineness Modulus 1.27
Specific Gravity 2.64

Lab No. Boring 6/ 48.5-50
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
i
0.0
0.0
100
100
#4
0.185
I
0.0
0.0
0.0
100
95-100
#8
0.093
0.8
0.3
0.3
100
80-100
# 16
0.046
2.0
0.5
0.8
45-95
#30
0.0232
19.3
7.0
7.8
25-75
#50
0.0116
109.8
36.4
44.1
8-30
#100
0.0058
195.9
34.6
78.8
.5-10
#200
0.0029
215.6
7.9
86.69
0-3
Pan
217.1
0.6
87.3
12.71
Wash Loss
0.0
0.0
ri-Total
87
Wet Weight 248.7
Weight Before Wash 248.7
Weight After Wash
Wash Loss
217.1
Lab Number
Fineness Modulus
Boring 6/ 48.5-50
1.32
Specific Gravity 2.64

Lab No. Boring 6/ 53.5-55
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
1/12/2012
Screen Size Weight Retained Percent Retained Accum % Ret Percent Pass Spec. Limits Remarks
3/8 inch 0.371
0
0
0
100 100
#4 0.185
0
0
0
100 95-100
#8 0.093
0
0
0
100 80-100
#16 0.046
0.5
0.2
0.2
100 45-95
#30 0.0232
9.7
3.5
3.7
96 25-75
#50 0.0116
153.7
55.3
59.1
41 30-Aug
#100 0.0058
240.2
33.2
92.3
8.5-10
#200 0.0029
250.5
4
96.27
3.73 0-3
Pan
250.5
0
96.3
3.73
Wash Loss
0
0
Total
96
Wet Weight
260.2
Weight Before Wash
260.2
Lab Number
Boring 6/ 53.5-55
Weight After Wash
250.5
Fineness Modulus
1.55
Wash Loss
9.7
Specific Gravity
2.64
Total Moisture
0.00%
Free Moisture
-0.40%
Absorbtion
0.40%

Lab No Boring 6/ 58.5-60
Material Sand
Sampled
From
Sampled By
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
#16
0.046
1.0
0.4
0.4
45-95
#30
0.0232
40.2
14.3
14.6
8;,
25-75
#550
0.0116
200.2
58.3
72.9
27
8-30
#100
0.0058
254.1
19.6
92.6
7
.5-10
#200
0.0029
262.8
3.2
95.74
0-3
Pan
26.0
-86.3
9.5
90.53
Wash Loss
0.0
0.0
Tota 1
9
Wet Weight 274.5
Weight Before Wash 274.5 Lab Number
Weight After Wash 263.0 Fineness Modulus
Wash Loss
Boring 6/ 58.5-60
1.81
Specific Gravity 2.64

Lab No
Material
Sampled
From
Sampled By
Boring 7 / 3.5-5
Sand
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Rat
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.0
0.0
0.0
100
80-100
# 16
0.046
1.1
0.4
0.4
inn
45-95
#30
0.0232
55.6
18.6
19.0
81
25-75
#50
0.0116
211.9
53.3
72.3
28
8-30
#100
0.0058
273.9
21.2
93.4
7
.5-10
#200
0.0029
276.1
0.8
94.20
0-3
Pan
11
276.2
0.0
94.2
5.77
Wash Loss
0.0
0.0
Total
94
Wet Weight 293.1
Weight Before Wash 293.1 Lab Number
Weight After Wash 276.2 Fineness Modulus
Wash Loss
Specific Gravity
Boring 7 / 3.5-5
1.85
2.64

S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No Boring 7 / 13.5-15 Date
Material Sand Project
Sampled Time
From
Sampled By Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.4
0.1
0.1
100
80-100
# 16
0.046
19.6
5.7
5.9
94
45-95
#30
0.0232
88.4
20.6
26.5
74
25-75
#50
0.0116
172.4
25.1
51.6
48
8-30
#100
0.0058
299.8
38.1
89.8
10
.5-10
#200
0.0029
307.4
2.3
92.04
' "
0-3
Pan
307.4
0.0
92.0
7.96
Wash Loss
0.0
0.0
Total
92
Wet Weight 334
Weight Before Wash 334.0 Lab Number
Weight After Wash 307.4 Fineness Modulus
Wash Loss
Specific Gravity
Boring 7 / 13.5-15
1.74
2.64

Lab No.
Material
Sampled
From
Sampled By
Boring 7 / 23.5-25
Sand
S. T. Wooten Corporation
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
1.7
0.6
0.6
99
80-100
#16
0.046
11.0
3.2
3.8
96
45-95
#30
0.0232
68.4
19.9
23.7
76
25-75
#50
0.0116
193.2
43.2
66.8
33
8-30
#100
0.0058
270.9
26.9
93.7
6
.5-10
#200
0.0029
278.1
2.5
96.20
0-3
Pan
278.4
0.1
96.3
3.70
Wash Loss
0.0
0.0
Total
96
Wet Weight 289.1
Weight Before Wash 289.1 Lab Number Boring 7 / 23.5-25
Weight After Wash 278.4 Fineness Modulus 1.89
Wash Loss
Specific Gravity 2.64

S. T. Wooten Corporation
Lab No. Boring 7 / 28.5-30
Material Sand
Sampled
From
Sampled By
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
2.3
0.6
0.6
99
80-100
# 16
0.046
24.4
5.8
6.4
94
45-95
#30
0.0232
148.5
32.5
38.9
61
25-75
#50
0.0116
306.2
41.3
80.1
20
8-30
#100
0.0058
371.E
[�l7.1
97.3
3
.5-10
#200
0.0029
374.2
0.7
97.93
2.07
0-3
Pan
374.4
0.1
98.0
2.02
Wash Loss
0.0
0.0
Tota 1
98
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
382.1
382.1
374.4
7.7
Lab Number
Fineness Modulus
Boring 7 / 28.5-30
2.23
Specific Gravity 2.64

"Am S. T. Wooten Corporation
Lab No. Boring 7 / 33.5-35
Material Sand
Sampled
From
Sampled By
Seive Analysis
AASHTO T-27
ASTM C 33
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
2.8
0.8
0.8
99
95-100
#8
0.093
3.7
0.3
1.1
99
80-100
#16
0.046
9.2
1.6
2.7
45-95
#30
0.0232
56.7
14.0
16.7
25-75
#50
0.0116
99.6
12.6
29.4
8-30
#100
0.0058
273.4
51.2
80.6
19
.5-10
#200
0.0029
322.0
14.3
94.93
5.07
0-3
Pan
322.1
0.0
95.0
5.04
Wash Loss
0.0
0.0
Total
95
Wet Weight
339.2
Weight Before Wash 339.2
Weight After Wash 322.1
Wash Loss
Lab Number Boring 7 / 33.5-35
Fineness Modulus 1.31
Specific Gravity 2.64

S. T. Wooten Corporation
N4r,
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No Boring 7 / 43.5-45
Material Sand
Sampled
From
Sampled By
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
0.0
0.0
0.0
100
95-100
#8
0.093
0.5
0.2
0.2
100
80-100
#16
0.046
16.8
5.9
6.1
94
45-95
#30
0.0232
156.5
50.5
56.5
43
25-75
#50
0.0116
254.5
35.4
91.9
8
8-30
#100
0.0058
264.8
3.7
95.6
4
.5-10
#200
0.0029
267.5
1.0
96.61
3.39
0-3
Pan
267.6
0.0
96.6
3.36
Wash Loss
0.0
0.0
Total
97
Wet Weight
Weight Before Wash
Weight After Wash
Wash Loss
276.9
276.9
267.6
9.3
Lab Number
Fineness Modulus
Specific Gravity
Boring 7 / 43.5-45
2.50
2.64

S. T. Wooten Corporation
N41
Seive Analysis
AASHTO T-27
ASTM C 33
Lab No. Boring 7 / 48.5-50
Material Sand
Sampled
From
Sampled By
Date
Project
Time
Tested By
01/12/12
Screen Size
Weight Retained
Percent Retained
Accum % Ret
Percent Pass
Spec. Limits
Remarks
3/8 inch
0.371
0.0
0.0
0.0
100
100
#4
0.185
1.4
3
0r28
0.3
100
95-100
#8
0.093
7.5
1.7
98
80-100
# 16
0.046
36.3
8.1
92
45-95
#30
0.0232
134.1
29.8
70
25-75
#50
0.0116
299.E
66.6
8-30
#100
0.0058
413.3
91.9
8
.5-10
#200
0.0029
424.1
2.4
94.33
5.67
0-3
Pan
424.3
0.0
94.4
5.63
Wash Loss
0.0
0.0
Tota 1
94
Wet Weight
Weight Before Wash
449.6
449.6
Lab Number Boring 7 / 48.5-50
Weight After Wash 424.3 Fineness Modulus 1.98
Wash Loss
Specific Gravity 2.64

Sieve Size
Sieve
ST Wooten Sand Mine Cores - Percent Weight Retained and Representative Volume
2005-B-1
2005-B-2
2005-B-3
2005-B-4
2005-B-5
2005-B-8
2005-B-9
2005-B-10
2005-B-11
2005-B-12
2007-B-1
2007-B-2
2031-B-1
2011-B-3
2031-B-7
% Weighted Average
37.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19
3/4"
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
12.5
1/2"
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
PEBBLES
9.5
3/8"
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.75
4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.0
1.1
0.1
0.0
0.2
0.1
2.36
8
0.0
0.0
0.0
0.0
0.5
0.0
0.0
0.0
0.1
1.0
0.1
0.6
1.0
0.2
0.4
0.3
GRAVEL
1.18
16
0.2
0.1
1.9
2.5
5.4
0.2
0.8
0.9
2.3
10.7
3.8
3.2
4.9
0.8
4.4
3.0
0.6
30
8.0
3.1
16.0
23.2
17.3
11.3
5.8
7.6
11.5
21.8
22.4
21.6
22.3
10.5
23.2
14.3
0.3
5o
43.0
39.2
45.5
52.5
56.7
59.2
32.3
47.8
37.1
32.9
49.1
44.5
51.3
54.4
31.9
44.9
SAND
0.15
100
44.7
55.1
32.6
17.4
18.6
27.5
55.3
34.9
40.1
26.3
16.6
21.9
19.1
31.9
34.6
31.6
0.075
200
2.6
1.7
2.1
3.2
0.9
1.0
3.8
7.1
4.9
4.0
5.1
4.3
1.2
2.2
5.1
4.1
<0.075
Pan
1.5
0.9
1.9
1.1
0.8
0.8
2.0
1.7
3.8
3.2
2.8
2.7
0.1
0.0
0.0
1.8
SILT
Representative Volume
51,494.1
45,865.4
135,914.9
1 63,532.1
85,329.0
215,389.1
112,300.3
1 511,429.7
193,651.1
298,207.6
120,050.8
187,008.5
29,934.5
240,063.9
175,925.8
2,466,097

M
PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
rn
40
m
aD
50
m
0
U
60 a0i
(D
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
z Sample I Symbol lElev. (ft)l USCS % Fines I % Organics YO
0
ST J oten Composite #Co Pasile— 10.0 SW 1230-1.10
a
a Comments:
Z Depths and elevations based on measured values
co
U)
z TI ,toastal
a
W
w SERVICES, INC.
ti
eslMedianj
Mean
I Skew
I Kurt
I Sort
Sample Information
1.42
1.4
-0.41
1 3.68
0.87
Project Name:
Surf City Hurricane Florence Dune
Analysis Date:
10-05-17
Analyzed By:
JCP
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC 28405
ph 910.821.1358
fax [phone]
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD88
I.

Granularmetric Report
Depths and elevations based on measured values
TI ;Coastal
Restoration - Phass a R`f I c a s. I
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC 28405
ph 910.821.1358
fax [phone]
Project Name: Surf City Hurricane Florence Dune
Sample Name: ST Wooten Composite #Composite
Analysis Date: 10-05-17
Analyzed By: JCP
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
10.0 NAVD88
USCS:
SW
Munsell:
Comments:
Dry Weight (g):
100.10
Wash Weight (g):
100.10
Pan Retained (g):
1.80
Sieve Loss (% ):
0.00
Fines (% ):
#230 - 1.80
Organics (% ):
Carbonates (%):
Shells
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
1.5"
-5.20
36.76
0.00
0.00
0.00
0.00
1
-4.64
24.93
0.00
0.00
0.00
0.00
3/4"
-4.25
19.03
0.00
0.00
0.00
0.00
1 /2"
-3.60
12.13
0.00
0.00
0.00
0.00
3/8"
-3.25
9.51
0.00
0.00
0.00
0.00
4
-2.25
4.76
0.10
0.10
0.10
0.10
8
-1.25
2.38
0.30
0.30
0.40
0.40
16
-0.25
1.19
3.00
3.00
3.40
3.40
30
0.70
0.62
14.30
14.29
17.70
17.68
50
1.70
0.31
44.90
44.86
62.60
62.54
100
2.74
0.15
31.60
31.57
94.20
94.11
200
3.73
0.08
4.10
4.10
98.30
98.20
4.00
0.06
0.00
0.00
98.30
98.20
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
3.01
2.41
2.11
1.42
0.86
0.59
-0.14
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
1.4
0.38
0.87
-0.41
3.68

oastal
ST WOOTEN SAND MIME
�� V Ti COAShs TAL CRAB SAMPLE -Of
?!mmWmmmmm M

oastal
COASTAL

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
3�
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
rn
40
m
aD
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
STWooten1
•
20.0
SW
1230-0.42
1.5
1.38
-0.84
4.79
0.94
Project Name:
North Topsail FEMA Truck Haul
Comments:
Analysis Date:
08-24-17
Depths and elevations based on measured values
Analyzed By:
DLM
TI , toastal
S E R V I C E S, 1 N C.
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC 28405
h 910.821.1358
lax 910.821.1359
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD88

PHI Sieve Sizes -4.25 -4 -3 -2.25 -2 -1.5 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 3.75 4
Standard Sieve Sizes 3/45/8 5/16 4 5 7 10 14 18 25 35 45 60 80 120 170 200 230
100
90
80
70
C
m
m 60
0
3�
50
W
m 40
cQ
3
30
20
10
0
100 5
10 5 1 5 0.1 5
Millimeters
Hydrometer
0
10
20
30
rn
40
m
aD
50
m
0
U
60 a0i
N
a
70
80
90
100
0.01 5 0.001
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Sample
I Symbol
lElev. (ft)l
USCS
I % Fines
I % Organics
% Carbonatesl
Median
I Mean
I Skew
Kurt
Sort
Sample Information
STWooten2
•
20.0
Sp
1230-0.78
1.81
1.74
-0.61
4.11
0.74
Project Name:
North Topsail FEMA Truck Haul
Comments:
Analysis Date:
08-24-17
Depths and elevations based on measured values
Analyzed By:
DLM
TI , toastal
S E R V I C E S, 1 N C.
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC 28405
h 910.821.1358
lax 910.821.1359
Easting (X, ft):
Northing (Y, ft):
Horizontal System:
NAD 1983
Vertical System:
NAVD88

Granularmetric Report
Depths and elevations based on measured values
TI -; �asta
S E F2 V I G E S. I N G.
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC 28405
ph 910.821.1358
fax [phone]
Project Name: North Topsail FEMA Truck Haul
Sample Name: STWooten1
Analysis Date: 08-24-17
Analyzed By: DLM
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
20.0 NAVD88
USCS:
SW
Munsell:
Wet - 7.5YR-6/3
Dry - 1 OYR-7/3
Comments:
Dry Weight (g):
212.20
Wash Weight (g):
212.20
Pan Retained (g):
0.40
Sieve Loss (%):
0.24
Fines (%):
#230 - 0.42
Organics (% ):
Carbonates (% ):
Shells (%):
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
0.75"
-4.25
19.03
0.00
0.00
0.00
0.00
0.375"
-3.25
9.51
0.00
0.00
0.00
0.00
4
-2.25
4.76
1.10
0.52
1.10
0.52
5
-2.00
4.00
0.20
0.09
1.30
0.61
7
-1.50
2.83
0.40
0.19
1.70
0.80
10
-1.00
2.00
1.90
0.90
3.60
1.70
14
-0.50
1.41
3.80
1.79
7.40
3.49
18
0.00
1.00
7.90
3.72
15.30
7.21
25
0.50
0.71
17.50
8.25
32.80
15.46
35
1.00
0.50
29.60
13.95
62.40
29.41
45
1.50
0.35
43.70
20.59
106.10
50.00
60
2.00
0.25
51.00
24.03
157.10
74.03
70
2.25
0.21
18.30
8.62
175.40
82.66
80
2.50
0.18
18.10
8.53
193.50
91.19
100
2.75
0.15
11.50
5.42
205.00
96.61
120
3.00
0.13
2.80
1.32
207.80
97.93
170
3.50
0.09
2.50
1.18
210.30
99.10
200
3.74
0.07
0.40
0.19
210.70
99.29
230
4.00
0.06
0.60
0.28
211.30
99.58
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.68
2.29
2.03
1.50
0.84
0.52
-0.30
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
1.38
0.38
0.94
-0.84
4.79

Granularmetric Report
Depths and elevations based on measured values
TI ;Coastal
S E Ft v I C E S. INC.
TI Coastal Services, Inc.
387-B N. Green Meadows Dr.
Wilmington, NC 28405
ph 910.821.1358
fax [phone]
Project Name: North Topsail FEMA Truck Haul
Sample Name: STWooten2
Analysis Date: 08-24-17
Analyzed By: DLM
Easting (ft):
Northing (ft):
Coordinate System:
North Carolina State Plane
Elevation (ft):
20.0 NAVD88
USCS:
SP
Munsell:
Wet - 7.5YR-5/3
Dry - 1 OYR-7/2
Comments:
Dry Weight (g):
166.60
Wash Weight (g):
166.60
Pan Retained (g):
0.60
Sieve Loss (% ):
0.42
Fines (% ):
#230 - 0.78
Organics (% ):
Carbonates (%):
Shells
Sieve Number
Sieve Size
(Phi)
Sieve Size
(Millimeters)
Grams
Retained
% Weight
Retained
Cum. Grams
Retained
C. % Weight
Retained
3"
-6.25
76.11
0.00
0.00
0.00
0.00
0.75"
-4.25
19.03
0.00
0.00
0.00
0.00
0.375"
-3.25
9.51
0.00
0.00
0.00
0.00
4
-2.25
4.76
0.00
0.00
0.00
0.00
5
-2.00
4.00
0.00
0.00
0.00
0.00
7
-1.50
2.83
0.00
0.00
0.00
0.00
10
-1.00
2.00
0.40
0.24
0.40
0.24
14
-0.50
1.41
1.10
0.66
1.50
0.90
18
0.00
1.00
2.30
1.38
3.80
2.28
25
0.50
0.71
6.10
3.66
9.90
5.94
35
1.00
0.50
12.40
7.44
22.30
13.39
45
1.50
0.35
30.40
18.25
52.70
31.63
60
2.00
0.25
49.60
29.77
102.30
61.40
70
2.25
0.21
23.20
13.93
125.50
75.33
80
2.50
0.18
17.00
10.20
142.50
85.53
100
2.75
0.15
14.50
8.70
157.00
94.24
120
3.00
0.13
3.80
2.28
160.80
96.52
170
3.50
0.09
3.70
2.22
164.50
98.74
200
3.74
0.07
0.50
0.30
165.00
99.04
230
4.00
0.06
0.30
0.18
165.30
99.22
Phi 5
Phi 16
Phi 25
Phi 50
Phi 75
Phi 84
Phi 95
2.83
2.46
2.24
1.81
1.32
1.07
0.37
Moment
Mean Phi
Mean mm
Sorting
Skewness
Kurtosis
Statistics
1.74
0.30
0.74
-0.61
4.11

CAMA Permit Application
Appendix B
Adjacent Property Owner Notifications

In accordance with guidelines in applying for a Major Permit Modification through the Coastal Area
Management Act (CAMA) offices of the North Carolina Department of Environmental Quality (NCDEQ),
the applicant must notify the adjacent property owners of their application and what the proposed
project consists of. Utilizing aerial photography and the Pender County Online Tax GIS Database,
adjacent property owners and their home mailing addresses were established.
The south end of the proposed Surf City nourishment project truncates at the Surf City/Town of Topsail
Beach line and the first house to the south of this municipal border was identified as the southern
adjacent property owner. The same scenario plays out on the northern of the beachfill area as it reaches
a terminus at the Surf City/North Topsail Beach property boundary. The southernmost property in North
Topsail Beach was sent a notification of this permit application.
This notification package includes a full copy of the permit application, but does not include the
appendices due to document size. As per protocol for this notification, the notification package was sent
via certified mail with return receipt and instructed to send any objections or concerns in writing to Mr.
Jason Dail with NCDEQ. Locations of the property owners dwellings, letters to the homeowners and
receipts of the certified mail packages can be found below.

Mr. James C. Gardner
PO Box 119
Arnolds Park, IA 51331
(101 N. Anderson Blvd)
South End Adjacent Homeowners
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Paul F. and Anne F. Scott
3305 Marblehead Ln
Raleigh, NC 27612
(100 Scotch Bonnet Dr.)
North End Adjacent Homeowner

■ Complete items 1, 2, and 3. Also complete
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11 Print your name and address on the reverse
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■ Print your name and address on the reverse
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■ Attach this card to the back of the mailpiece,
or on the front if space permits.
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❑ Signature Confirmation
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Restricted Delivery
P5 Form 3811, July 2015 PSN 7530-02-000-9053 Domestic Return Receipt
■ •Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
■ Print your name and address on the reverse
so that we can return the card to you.
■ Attach this card to the back of the mailpiece,
or on the front if space permits,
1. Article Addressed to:
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3. Service Type
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Registered ❑ Return Receipt for Merchandise
❑ Insured Mail ❑ Collect on Delivery
A. Restricted Delivery? (Extra Fee) p Yes
2. Article Number 7 D 17 1450 0001 2635 4 510 --
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