SW6210202_SOTF Ops Fac Geotech Report_20210406

SUBSURFACE EXPLORATION
AND
GEOTECHNICAL ENGINEERING REPORT
SOF Operations Facility
P.N. 88658, FY-20
Fort Bragg, North Carolina
By
Soils Section
Geotechnical & HTRW Branch
U.S. Army Engineer District, Savannah
August 2019

This report was prepared by the Savannah District of the U.S. Army Corps of Engineers. The
initials or signatures and registration designation of individuals appear on these documents
within the scope of their employment as required by the Engineer Regulation 1110-1-8152.
///r, TV
11 * NO.25134
Date: 29 August 2019 rRpFESSMRt Leland H. Schuman, P.E.
Georgia Registration No. 25134
Expiration Date: 31 December 2020
Jamie E. Dunn, P.E.
Washington Registration No. 55563
Expiration Date: 28 March 2020

Table of Contents
Section Pate
1. PURPOSE..........................................................................................................................................1
2. QUALIFICATION OF REPORT......................................................................................................1
3. PROJECT DESCRIPTION................................................................................................................1
4. EXPLORATION PROCEDURES....................................................................................................
2
a. Site Reconnaissance......................................................................................................................2
b. Field Exploration..........................................................................................................................2
c. Laboratory Soils Testing...............................................................................................................3
d. Soil Infiltration Testing and Seasonal High Water Table.............................................................3
5. SITE AND SUBSURFACE CONDITIONS.....................................................................................4
a. Site Description.............................................................................................................................4
b. Regional and Site Geology...........................................................................................................
4
c. Subsurface Conditions..................................................................................................................
4
d. Groundwater Conditions...............................................................................................................5
e. Seasonal High Water Table..........................................................................................................
5
f. Infiltration Rates...........................................................................................................................
6
6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS................................................7
a. General..........................................................................................................................................7
b. Site Preparation.............................................................................................................................7
c. Foundation Design and Construction...........................................................................................
7
d. Seismic Design.............................................................................................................................
8
e. Concrete Slabs-On-Grade.............................................................................................................8
f. Pavement Design..........................................................................................................................
9
g. Control of Water...........................................................................................................................
9
h. Structural Fill................................................................................................................................
9
i. Earth Retaining Structures..........................................................................................................10
j. Construction Quality Control Testing.........................................................................................11
k. Presentation of Soil Boring Data................................................................................................12
1. Specifications..............................................................................................................................12
ATTACHMENT A: Soil Boring Location Plan
ATTACHMENT B: Soil Boring Logs
ATTACHMENT C: Soil Laboratory Test Results
ATTACHMENT D: Soil Percolation and Infiltration Data
ATTACHMENT E: NRCS Soils Report

SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING REPORT
SOF Operations Facility
P.N. 88658, FY-20
Fort Bragg, North Carolina
1. PURPOSE
This report has been prepared for the design of the proposed SOF Operations Facility at
Fort Bragg, North Carolina. The purpose of this report is to provide recommendations for the
geotechnical and foundation design of the facilities. The recommendations included in this
report are based on the project information, finished floor elevations, and maximum column
loads for the building provided by AECOM Services, Inc. of Roanoke, Virginia. Any change in
site layout, structural system, loads, or finished floor or finished grade elevations may affect the
recommendations. The Soils Section, Geotechnical and HTRW Branch of the Savannah District
should be notified immediately of the change(s) and provided the necessary information
regarding any change(s) so that the new information can be reviewed. The recommendations in
this report may then change as appropriate for the proposed project.
2. QUALIFICATION OF REPORT
The field explorations performed for this report were made to determine the subsurface
soil and groundwater conditions and were not intended to serve as a comprehensive assessment
of site environmental conditions. No effort was made to define, delineate, or designate any area
of environmental concern or of contamination. Any recommendations regarding drainage and
earthwork construction are made on the basis that such work can be performed in accordance
with applicable laws pertaining to environmental contamination.
3. PROJECT DESCRIPTION
The SOF Operations Facility project consists of the design and construction of a two
story steel moment framed structure with composite floor deck and steel roof deck. The project
also includes a retaining wall, parking area expansion, access roads updates and various
associated demolition work to accommodate the project. The maximum anticipated column load
is approximately 220 Kips. Maximum anticipated wall load for the building is approximately 3
Kip/foot. The proposed finish floor elevation of 280 feet for new building is at or near existing
grades. No basements or other below grade structures are anticipated to be constructed below
the new building. Supporting facilities include site development, utilities and connections,
lighting, paving, walks, curbs and gutters, storm drainage, information systems, landscaping and
signage.

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
4. EXPLORATION PROCEDURES
a. Site Reconnaissance
Prior to the field explorations, the project site and surrounding areas were visually
inspected by a geotechnical engineer. The observations were used in planning the exploration, in
determining areas of special interest, and in relating site conditions to known geologic conditions
in the area.
b. Field Exploration
(1) Subsurface conditions at the project site were explored by sixteen (16) soil borings,
designated boring locations B-1 through B-14, B-16 and B-17. Boring location B-15 was not
accessible due to the difficult topography of the desired location. Boring locations B-01 through B-
11 and B-17 were drilled to a depth of 10 to 15 feet beneath the existing ground surface to
determine subsurface conditions for the parking areas and access roads. Boring locations B-12
through B-16 were drilled to a depth of 25 feet beneath the existing ground surface. These four (4)
borings were used to determine subsurface conditions under the new structure. The borings were
performed at the approximate locations shown on the Boring Location Plan in Attachment A of this
report.
(2) Boring locations were established in the field by a geotechnical engineer using a hand-
held global positioning system (GPS) device having sub -meter accuracy. Since the measurements
were not precise, the locations shown on the boring location plans and the locations indicated on the
boring logs should be considered approximate. The ground surface elevation at each boring
location was determined by interpolation from the site topography survey; therefore, the elevations
shown on the boring logs should also be considered approximate.
(3) The soil test borings were drilled by the Savannah District utilizing a rubber tire all -
terrain vehicle mounted CME-550x drill rig equipped with an automatic trip hammer. The test
borings were advanced through the soils by mechanical drilling procedure, using 4 t/4 -inch inside
diameter hollow stem continuous spiral flight augers with a steel fingered bit as the cutting
device. Split -barrel sampling with standard penetration testing (SPT) was performed at intervals
shown on the boring logs. All SPT borings and soil sampling were in accordance with ASTM D
1586. In the SPT borings, a soil sample is obtained with a standard 1 3/8-inch inside diameter by
2-inch outside diameter split -barrel sampler. The sampler is first seated 6 inches and then driven
an additional 12 inches with blows from a 140 lb. hammer falling a distance of 30 inches. The
number of blows required to drive the sampler the final 12 inches is recorded and is termed the
"standard penetration resistance," or the "N-value." Penetration resistance, when properly
evaluated, is an index of the soil's strength, density, and foundation support capability.
(4) Soil classifications shown on the boring logs were determined in the field by a
geologist. Classification of the soil samples was performed in accordance with ASTM D 2488
(Visual -Manual Procedure for Descriptions of Soils). The soil classifications include the use of
the Unified Soil Classification System described in ASTM D 2487 (Classification of Soils for
Engineering Purposes). Since the soil descriptions and classifications are based on visual
examination and manual tests, they should be considered approximate.
4

Subsurface Exploration and Geotechnical Report
SOF Operations Facility — Fort Bragg, North Carolina
August 2019
(5) Logs of the soil borings graphically depicting soil descriptions, standard penetration
resistances, and observed groundwater levels are included in Attachment B of this report.
c. Laboratory Soils Testing
A total of twelve (12) split spoon soil samples, obtained at the soil test boring locations,
were selected for laboratory testing during the investigation. This testing was performed by the
Corps of Engineers Environmental and Materials Unit laboratory in Marietta, Georgia. The
purpose of the laboratory testing was to aid in the evaluation of the subsurface soils and to
confirm the field classifications. The laboratory tests were performed in accordance with
applicable ASTM standards. The tests conducted on the various samples included Natural
Moisture Content (ASTM D2216), Grain Size Distribution (ASTM D422), and Unified Soil
Classification (ASTM D2487). Results of the laboratory testing are shown in Attachment C of
this report. In cases where the field and laboratory classification differ, the laboratory
classification shall take precedence for the interval tested.
d. Soil Infiltration Testing and Seasonal High Water Table
(1) Three (3) soil percolation tests P-01 through P-03 were conducted at locations and
depths where storm water management features were anticipated at the time of the field
investigation. The soil percolation tests were paired with soil boring locations B-03, B-06 and
13-11 with depths 15 feet below existing grades in an effort to determine Seasonal High Water
Table (SHWT). Test locations are identified on the Boring Location Plan in Attachment A of
this report.
(2) The percolation tests were completed in accordance with USACE SAD DM 110-1-1
July 1983 Chapter 20. Soil percolation rates measured in the tests were converted to infiltration
rates using the Michigan method. The Michigan method uses an area reduction factor (Rf) to
account for the exfiltration occurring through the sides of a percolation hole. It assumes that the
percolation rate is affected by the depth of water in the hole and that the percolating surface of
the hole is in uniform soil. The Michigan method is used to convert soil percolation rates to
infiltration rates as follows:
Infiltration Rate = Fei—Qvlgt LIvii fta Ly
R�du dvn Fia€t€rr
where Reduction Factor (Xf)is given by: Rf +
A
and:
di = initial water depth (in.)
Ad = average water level drop (in.)
DIA = diameter of the percolation hole (in.)
(3) Results from the soil percolation tests and the computed infiltration rates are shown
below and are also included in Attachment D.

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
5. SITE AND SUBSURFACE CONDITIONS
a. Site Description
The proposed Operations facility will be located to the northeast of the intersection of
Lamont Road and McKellars Road. The site is currently occupied by an existing building.
There is a steep slope with a retaining wall around the northern perimeter of the building. There
is also existing parking and access roads with storm water management features that will be
redeveloped for this project. The proposed additional parking area located in the northwest
corner of the project site is currently an undeveloped wooded area. Several underground and
overhead utilities were observed throughout the property. Vegetation at the site is primarily
minimal with the exception of the proposed additional parking area. The existing topography
slopes mainly to the northwest. Topographic relief across the property is minimal. Site drainage
is primarily to the north of the parking area toward the existing storm water drainage channel.
b. Regional and Site Geology
(1) Fort Bragg is situated in the Sand Hills area of the Coastal Plain physiographic
province of North Carolina. The Coastal Plain extends westward from the Atlantic Ocean to the
Fall Line, a distance of about 130 miles. The Fall Line is the boundary between the Coastal
Plain and the Piedmont physiographic provinces.
(2) Geologic units in the area, ranging from oldest to youngest, include the Carolina
Slate Belt rocks, which are the basement rocks, the Cape Fear Formation, and the Middendorf
Formation. The Cape Fear and Middendorf Formations overlie the basement rock and are part of
the generally southeastward -dipping and thickening wedge of sediments that constitute the
Atlantic Coastal Plain deposits.
(3) The Middendorf Formation is exposed at land surface throughout the area. The
formation is composed of tan, cross -bedded, medium and fine-grained, micaceous quartz sand
and clayey sand interbedded with clay or sandy clay lenses or layers. Layers of hematite -
cemented sandstone occur locally throughout the Middendorf Formation as do thin layers of hard
kaolin and kaolin -cemented sandstone. Below the water table, these units are generally friable or
plastic. In places, the Middendorf Formation is a mottled orange, gray, and tan color with
streaks and laminae of red and purple hematite and manganese oxide stains.
c. Subsurface Conditions
(1) Field classification and laboratory classifications of the soil samples indicate the
subsurface soils to be predominantly medium to dense consistency, fine to medium grained sands
containing varying amounts of fines. The soil samples recovered were field classified
predominantly as silty sand, clayey sand, poorly graded sand, poorly graded sand with silt, and
poorly graded sand with clay (SM, SC, SC-SM, SP, SP-SM, and SP-SC) with some layers of
stiff silt and clay containing varying amounts of sand (ML, CL and CH). Some of the near -
surface soils, encountered within the first 5 feet of soil borings locations in currently
undeveloped areas of the site, are loose density sands exhibiting N-values within the range of 3
to 6 blows -per -foot.
M

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
(2) The above subsurface description is of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The boring logs should be
reviewed for specific information at individual boring locations. The stratifications shown on the
boring logs represent the conditions only at the actual boring locations. Variations may occur
and should be expected between boring locations. The stratification lines shown on the boring
logs represent approximate boundaries between the subsurface materials; the actual transitions
are typically more gradual.
(3) A custom soil resource report for Cumberland County, North Carolina was obtained
from the Natural Resources Conservation Service (NRCS) website. The report was used to
obtain an overview of possible soil series located within the project area. According to the
report, the project site is characterized by three soil types; Blaney loamy sand (BaD), Candor
sand (CaB), and Norfolk loamy sand (NoB). The primary component to the site area is the
candor sand with 1% to 8% slopes. The full NRCS Soil Resource Report is included as
Attachment E of this report.
d. Groundwater Conditions
(1) Water levels were measured in the borings during drilling, at termination of drilling,
and at some locations, 24 hours after drilling. Groundwater was encountered 24 hours after
drilling at boring locations B-12 and B-16 at depth of 24 feet and 16.7 feet below ground surface,
respectively.
(2) A perched -water condition occurs when water seeping downward is slowed by a low
permeability soil layer, such as clayey sand or clay, and saturates the more permeable soil above
it. The perched -water level can be any number of feet above the true groundwater level. Due to
the prevalence of interbedded silty sands, clayey sands, and clays at the project site, perched -
water conditions could be encountered in the more permeable zones (cleaner sand layers) during
construction. The soil test borings indicate that conditions favorable for perched water exist and
could potentially occur during or after construction.
(3) It should be noted that groundwater conditions, including perched water, vary during
periods of prolonged drought and excessive rainfall as well as seasonally. Therefore, fluctuations in
the elevation of the groundwater and perched -water conditions could occur with changing climatic
and rainfall conditions.
e. Seasonal High Water Table
(1) The depth to the seasonal high water table (SHWT) is an important parameter in
determining the suitability of storm water BMP features. It is defined as the highest groundwater
observed, at atmospheric pressure, for anaerobic conditions to be established. In the southeastern
United States, this typically occurs during the wet months or during the winter or spring. The
SHWT is estimated by soil color, redoximorphic features, saturation observations, and
professional assessment.

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
(2) The NRCS soil identified in this area are Blaney loamy sand, Candor sand, and
Norfolk loamy sand. Blaney loamy sand and Candor sand soil types typically exhibit
groundwater at depths greater than 80 inches below the ground surface. Norfold loamy sand
typically exhibits groundwater depths ranging from about 40 to 72 inches. This, along with
moist soil samples at shallow depths in boring locations B-08, B-11, B-12 and B-14, indicates
that the SHWT may occurs as perched water in portions of the site as shallow as three feet below
the existing ground surface.
(3) SHWT was determined across the project site area using the moistness of soil
samples and from observations from the soil cuttings. Red to brown colored soils are present
where oxidation reactions have occurred in the past. These colored soils were encountered at this
site several feet below moist layers. In addition, gray soils were encountered above the red and
brown soils generally making it hard to determine the depth that oxidation reactions have ceased
and anaerobic conditions begin. Normally these color indicators can be used to help determine
SHWT. SHWT is estimated below at each of the boring locations drilled to depths of 15 or 25
feet below existing ground surface where determinations could be made using the information
and methods described above.
Soil Boring Location
Number
NRCS Soil
Classification Type
SHWT Depth Ground
Surface feet
B-03
CaB
11.5
B-06*
CaB
8*
B-11
CaB
15
B-12 & B-16
CaB
15
B-13 & B-14
NoB
12
* SWHT determination at this location may be affected by the adjacent drainage channel
f. Infiltration Rates
Three (3) soil percolation tests P-01 through P-03 were conducted at locations and depths
where storm water management features were anticipated at the time of the field investigation.
Test locations were selected based on the preliminary boring location plan prepared by the AE.
The percolation tests conducted resulted in the hydraulic conductivities tabulated below. The
data collected during the soil infiltration tests and the computed soils hydraulic conductivity
values are included in Attachment D.
Test Location
Test Depth
feet
Percolation Rate
inches/hour
Infiltration Rate
inches/hour
P-01
3.25
56.16
15.18
P-02
3.00
1.08
0.20
P-03
2.92
5.76
2.51
Con

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS
a. General
The following conclusions and recommendations are based on the information available on
the proposed structure, observations made at the project site, interpretation of the data obtained
from the soil test borings, and experience with soils and subsurface conditions similar to those
encountered at the site.
b. Site Preparation
(1) Following clearing and removal of trees, structures, pavement, etc., the construction
area should be grubbed and stripped of all vegetation, topsoil, organics, and other deleterious
materials. Clean topsoil can be stockpiled and reused in landscaped areas. It is recommended
that the zone of stripping extend a minimum of 10 feet beyond the outer edges of structures and
pavements. Any utilities in the project area should be located and rerouted, as necessary.
(2) Areas to receive fill and excavated subgrade areas of structures and pavements
should be prepared as follows. Surface areas containing poorly graded sands or silty sands
should be densified by compaction of a vibratory roller weighing at least 7 tons. Areas of
cohesive soils such as clayey sands and clays should be proof rolled with a loaded tandem -axle
dump truck or similar rubber -tired equipment. Soils which are observed to rut or deflect
excessively under the moving loads should be undercut to firm soil and backfilled with properly
compacted, suitable soils. The proof rolling should be performed only during and following a
period of dry weather.
c. Foundation Design and Construction
(1) Allowable Bearing Pressure: It is recommended that all footings be designed for an
allowable soil bearing pressure of 2,500 psf, based on total load and provided the
recommendations in the following paragraphs are met.
(2) Footing Dimensions: Minimum dimensions of 30 inches for all column footings
and 24 inches for all load -bearing continuous footings shall be used in foundation design to
reduce the possibility of bearing capacity failure. These footings shall be embedded a minimum
depth of 24 inches, as measured from the finish floor or finish grade, whichever is lower, to the
bottom of the footing. All non load -bearing wall footings shall have a minimum width of 18
inches and the minimum depth shall be 18 inches, as measured from finish floor or finish grade,
whichever is lower, to the bottom of the footing.
(3) Settlement: Anticipated foundation settlements were estimated for the proposed
SOF Operations Facility building. These calculations were based on the maximum column load
of 220 kips and an estimated footing dimension based on the recommended allowable soil
bearing pressure of 2,500 psf. Post construction total foundation settlements are not expected to
exceed an inch. Differential settlement will be less than one-half inch.
7

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
(4) Footings with Uplift: The resistance of footings to be subjected to uplift from
transient live loads should be represented by the total of weight of concrete in the footing and the
weight of soil in the vertical column directly above the footing. The effect of a groundwater
table on the uplift resistance of the footing should be considered. The effect of the groundwater
(or buoyancy) can be taken into account by subtracting from the total weight of concrete and soil
the weight of water represented by the block of concrete and soil which is located below the
groundwater level and above the bottom of the footing. The level of the groundwater should be
the highest anticipated during the life of the structure. The factor of safety against uplift should
be not less than 1.5.
d. Seismic Design
Seismic loads should be computed in accordance with IBC 2015 and ASCE/SEI 7-16.
The project site should be classified as Site Class D for the purpose of determining maximum
considered earthquake spectral response accelerations. The spectral accelerations for the 0.2
second (Ss) and 1.0 second (Sl) are published in Table E-3 of UFC 3-301-01 for this military
installation.
e. Concrete Slabs -On -Grade
(1) Based upon past experience and the subsurface conditions encountered at the site,
concrete floor slabs can be supported on densified in situ soils or on fill soils placed and
compacted in accordance with the specification section 31 00 00, EARTHWORK. It is
recommended that all concrete slabs -on -grade in enclosed habitable areas be underlain by a
minimum of 4 inches of open graded, washed pea gravel or stone, often termed "capillary water
barrier," to prevent the capillary rise of any below slab groundwater. Nos. 57, 67, 78, or 89 stone
should be used. All drawings should be consistently labeled with the term "capillary water
barrier," since this is the term utilized in Section EARTHWORK of the Specifications. Where 4
inches of capillary water barrier are used, a vertical modulus of subgrade reaction (k) of 150 pci
should be used for the slab -on -grade design. A moisture barrier consisting of lapped
polyethylene sheeting having a minimum thickness of 10 mils should be provided beneath
building floor slabs to reduce the potential for slab dampness from soil moisture. The capillary
water barrier material may be omitted under slabs -on -grade in unenclosed areas; however, the
slab should be provided with a vapor barrier. The modulus of subgrade reaction should be
reduced to 125 pci where the capillary water barrier material has been omitted. Concrete slabs
should be jointed around columns and along supported walls to minimize cracking due to
possible differential movement.
(2) The design of thickened slabs on grade to support line loads (such as partitions and
light wall loads) should be in accordance with UFC-3 -3 0 1 -0 1, Structural Engineering.
(3) Construction activities and exposure to the environment often cause deterioration of
the prepared slab -on -grade subgrade. Therefore, the slab subgrade soil shall be inspected and
evaluated immediately prior to floor slab construction. The evaluation might include a
combination of visual observations, hand rod probing, and field density tests to verify that the
subgrade has been properly prepared. If unstable soil is revealed, the affected soil should be

Subsurface Exploration and Geotechnical Report
SOF Operations Facility — Fort Bragg, North Carolina
August 2019
removed to firm bearing and replaced to design subgrade with suitable structural fill soil placed
and compacted as recommended or replaced with additional capillary water barrier material.
f. Pavement Design
The soil types expected to be encountered under the pavements are poorly graded sands,
silty sands or clayey sands. Any unsatisfactory subgrade soils should be removed and replaced
with satisfactory soils in accordance with the requirements of Specification Section 31 00 00
EARTHWORK. The following subgrade values for satisfactory soils are recommended for
design of the pavements:
Flexible Pavement:
Compacted subgrade, use CBR of 8.
Rigid Pavement:
(a) Use a corrected modulus of subgrade reaction, K of 150 psi per inch with
at least four inches of compacted aggregate base course.
(b) The concrete should have a minimum design 28-day compressive strength
of at least 4,000 psi utilizing a mix design that has been proven to produce
concrete with a flexural strength of at least 650 psi.
g. Control of Water
Water should not be allowed to collect near the foundation or on floor slab areas of the
building either during or after construction. Undercut or excavated areas should be sloped toward
one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive
site drainage should be provided to reduce infiltration of surface water around the perimeter of the
building and beneath floor slabs. The following note should be added to an appropriate civil/site
plate and also to an appropriate structural foundation plate of the contract drawings:
"Drainage and Dewatering: All excavations shall be performed so that the site and the
area immediately surrounding the site which affects construction operations will be
continually and effectively drained. The Contractor shall provide drainage and
dewatering as required to ensure that all footing excavations are accomplished with the
subgrade soils remaining dry and firm until after footings are placed and backfilled.
Removal of surface water, groundwater, and any perched -water conditions, which might
be encountered during excavations shall be accomplished by approved means. Refer to
Specification 31 00 00 EARTHWORK for additional requirements."
h. Structural Fill
In order to achieve high density structural fill, the following evaluations and
recommendations are offered:
(1) Based on the soil test borings, excavated on -site soils (excluding any organics/topsoil
and debris) can be used as structural fill. Some moisture content adjustment will probably be
necessary to achieve proper compaction. If water must be added, it should be uniformly applied
and thoroughly mixed into the soil by discing.
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Subsurface Exploration and Geotechnical Report
SOF Operations Facility — Fort Bragg, North Carolina
August 2019
(2) It is recommended that the contractor have appropriate disc harrows on site during
earthwork for mixing, drying, and wetting of the soils.
(3) Materials selected for use as structural fill should be free from roots and other
organic matter, trash, debris, and frozen soil, and stones larger than 3 inches in any dimension,
and, in general, should have a liquid limit less than 50 percent and a plastic index of less than 30.
The following soils represented by their Unified Soil Classification System (ASTM D 2487)
group symbols will be suitable for use as structural fill: SP, SP-SM, SP-SC, SW, SC, SM, SM-
SC, CL, and ML. The following soil types are considered unsuitable: Pt, OH, OL, GP, GW,
GC, GM, CH, and MH.
(4) Suitable fill soils should be placed in lifts of maximum 8 inches loose measurement.
The soil should be compacted by mechanical means such as steel drum, sheepsfoot, tamping, or
rubber -tired rollers. Compaction of clays is best accomplished with a sheepsfoot or tamping
roller. Periodically rolling with heavily loaded, rubber -tired equipment may be desirable to seal
the surface of the compacted fill, thus reducing the potential for absorption of surface water
following a rain. This sealing operation is particularly important at the end of the work day and
at the end of the week. Within confined areas or foundation excavations, we recommend the use
of manually operated, internal combustion activated compactors ("whacker packers" or sled
tamps). The compactors should have sufficient weight and striking power to produce the same
degree of compaction that is obtained on the other portions of the fill by the rolling equipment as
specified. Where hand operated equipment is used, the soils should be placed in lifts of
maximum 4 inches loose measurement.
(5) It is recommended that all material to be utilized for structural fill and subgrades be
compacted to minimum dry densities corresponding to 92% of the maximum dry density, and at
moisture contents within +/- 2% of optimum moisture content as obtained by ASTM D1557
(Modified Proctor). The top two feet of all areas to receive pavement or structures should be
compacted to 95% of its modified proctor value. The base course beneath paved areas should be
compacted to 100% of the ASTM D1557 maximum dry density.
i. Earth Retaining Structures
(1) For the design and construction of any earth retaining walls with no sloping backfill
and any other below grade or earth retaining structures, the following earth pressure coefficients
and soil parameters should be used:
Coefficient of at -rest earth pressure (Ko) = 0.5
Coefficient of active earth pressure (Ka) = 0.33
Coefficient of passive earth pressure (Kp) = 3.00
Coefficient of friction (soil -vs- concrete, µf) = 0.35
Internal friction angle for soil backfill (gyp) = 30'
Unit weight of soil (moist) = 120 lbs/ft3
Unit weight of soil (saturated) = 125 lbs/ft3
Unit weight of soil (buoyant) = 63 lbs/ft3
10

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
(2) Drainage features such as weep holes, longitudinal drains, prefabricated
geocomposite drains, and porous backfill should be utilized. Compaction of backfill within 10.0
feet of walls should be performed with hand operated equipment, such as walk behind
compactors ("whacker packers" or sled tamps). If sloping backfill or toe conditions exist, the
Soils Section, Geotechnical, and HTRW Branch of the Savannah District should be consulted for
additional recommendations.
(3) Any mechanically stabilized earth (MSE) walls proposed at the subject site shall be
designed using the American Association of State Highway and Transportation Officials
(AASHTO) design methodology as published in the Federal Highway Administration (FHWA)
publication "Mechanically Stabilized Earth Walls and Reinforced Soil Slope Design and
Construction Guidelines (FHWA NHI-00-043, March 2001)". Wall designs using National
Concrete Masonry Association (NCMA) design methodology will not be acceptable.
(4) To adequately reduce potential for time -dependent movement (creep deformation),
fine grained soils such as ML, CL, MH, and CH will not be allowed for use with MSE walls
and/or slopes. Well compacted, select granular fill shall be used in the reinforced zone of any
MSE walls and/or slopes. Backfill to be placed against reinforced concrete retaining/foundation
walls should consist of free draining granular materials. Fine grained soils such as ML, CL, MH,
and CH should not be used. Where free draining granular backfill is not used, the installation of
additional drainage measures to provide an adequate factor of safety against the buildup of
hydrostatic pressures shall be incorporated into the design. Drains shall be adequately protected
by a filter medium so that seepage water is admitted freely but movement of the soil backfill into
the drain will not occur.
j. Construction Quality Control Testing
(1) Prior to initiating any structural fill placement and/or compaction operations, it is
recommended that representative samples of the soils which will be used as structural fill or
subgrade, both suitable on -site soils and off -site soils (borrow), be obtained and tested to
determine their classification and compaction characteristics. The samples should be carefully
selected to represent the full range of soil types to be used. The moisture content, maximum dry
density, optimum moisture content, grain -size, and plasticity characteristics should be
determined. These tests are required to determine if the fill and subgrade soils are acceptable
and for compaction quality control of the subgrades and structural fill. Tests for the above soil
properties should be in accordance with the following:
Moisture Content
ASTM D 2216
Maximum Dry Density and Optimum Moisture
ASTM D 1557
Grain -Size Wash No. 200, less hydrometer)
ASTM D 422 and D 1140
Plasticity
ASTM D 4318
(2) A representative number of in -place field density tests should be performed in the
subgrade of compacted on -site soils and in the structural fill and backfill to confirm that the
required degree of compaction has been obtained. In -place density tests should be performed in
11

Subsurface Exploration and Geotechnical Report August 2019
SOF Operations Facility — Fort Bragg, North Carolina
accordance with the sand cone method prescribed in ASTM D 1556. The use of ASTM D6938,
Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by
Nuclear Methods, is authorized provided the test results are checked for accuracy at a minimum
rate of one ASTM D1556 test for every ten ASTM D6938 tests in the same material. It is
recommend that at least one density test be performed for each 5,000 square feet and 12,500
square feet, or portion thereof, for buildings and pavements, respectively, of compacted native
soil subgrade and in each lift of compacted structural fill. It is also recommended that at least
one density test be performed for each 75 linear feet in the bearing level soils of continuous
footings. Density tests should be performed at 100-foot intervals along roadway subgrades. In
addition, a density test should be performed for each 100 linear feet of backfill placed per foot of
depth in trenches for utilities systems. Where other areas are compacted separately by manually
operated compactors, a minimum of one density test should be performed for every 250 square
feet, or portion thereof, of fill placed per foot of depth.
(3) Compaction control of soils requires the comparison of fill water content and dry
density values obtained in the field density tests with optimum water content and maximum dry
density determined in a laboratory compaction test performed on the same soil. It is, however,
not feasible to do this as the testing could not keep pace with fill construction. It is, therefore,
recommended that compaction control of the earthwork construction be performed using a
"family" of compaction curves and the one -point or two -point compaction methods.
(4) Any area that does not meet the required compaction criteria should be reworked and
retested. If the moisture content of the soil is within the recommended range, additional
compaction may be all that is necessary to increase the density. If the moisture content is not
within the recommended range, the moisture content should be adjusted to within the range and
the area recompacted.
(5) All laboratory and field density testing should be performed by a commercial testing
laboratory that has been validated by the Engineer Research and Development Center Materials
Testing Center (MTC) under the Corps of Engineers laboratory inspection and validation
program.
k. Presentation of Soil Boring Data
The locations of the soil test borings drilled at the project site are shown on the boring
location plan in Attachment A and the individual soil test boring logs are included in Attachment
B. Drawings containing soil test boring locations and the soil boring logs are to be directly
inserted into the project drawings with the plate titles included in the index. The appropriate
symbols for SPT boring locations (circle with the right half filled in) should be placed in the civil
legend.
1. Specifications
It is recommended that the Savannah District's EARTHWORK specification 31 00 00 be
used when editing the specifications for this project. It is also recommended that the Unified
Facilities Guide Specifications CHEMICAL TERMITE CONTROL Specification 31 31 16.13 be
12

Subsurface Exploration and Geotechnical Report
SOF Operations Facility — Fort Bragg, North Carolina
August 2019
used. These specifications and associated compaction figures, are available at the following
website:
http://www. sas.usace. army. mil/About/DivisionsandOffices/Engineering
Divi sion/EngineeringDesignCriteria/SASGuide Specifications. aspx
13

ATTACHMENT A
Boring Location Plan

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ATTACHMENT B
Soil Boring Logs

Borina Desianation B-01
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-01 N 1976712.5 E 512280.5
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/23/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 264'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
POORLY GRADED SAND (SP), mostly fine to medium
7
;and, few organics (grass, roots), light brown.
73 1
13
25
12
261.8 2.2 SILTY SAND (SM), mostly fine to medium sand, little
silty fines, light brown.
5
. POORLY GRADED SAND (SP), mostly fine to medium 93 z
6
13
259.8 4.2 L I sand, few silty fines, light brown.
3
SILTY SAND (SM), mostly fine to medium sand, little
93 s
5
10
silty fines, brown -red and light brown mottling.
11
80 4
16
33
17
255.0 r 9.0
5
SILT (ML), mostly silt, little fine sand, light
73 5
7
15
254.0 10.0 orange -brown.
3
BOTTOM OF BOREHOLE AT 10.0 ft
Water Level Data
• Notes:
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 2.6'
5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-01 SHEET 1 of 1
FEB 08

Borina Desianation B-02
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-02 N 1976576.9 E 512133.4
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/23/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 263.5'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
POORLY GRADED SAND (SP), mostly fine to medium
1
sand few siltV fines few or anics (grass, roots), gray.
73
1
2
4
2
•
No organics, light brown.
_
1
73
2
2
3
1
Light orange -brown.
1
73
3
2
4
2
256.7
6.8
3
SILTY SAND (SM), mostly fine to medium sand, little
100
4
5
10
silty fines, mottled light brown and brown -orange.
5
255.0
8.5
SILT (ML), mostly silt, little fine sand, light
3
253.5
10.0
orange -brown.
100
5
3
7
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 4.0'
5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-02 SHEET 1 of 1
FEB 08

Borina Desianation B-03
DRILLING LOG
DIVISION
USACE Savannah
INSTALLATION
Ft. Bragg
SHEET 1
�OF 1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL VERTICAL
SOF Operations Facility
State Plane NAD83 NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-03 N 1976723.9 E 511997.8
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
6
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
15. DATE BORING :STARTED COMPLETED
5/22/19 5/23/19
® VERTICAL : VERTICAL
OINCLINED ---
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 273'
7. DEPTH DRILLED INTO ROCK 0'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 15'
Tew
ELEV
DEPTH
o
Cu
w
J
FIELD CLASSIFICATION OF MATERIALS
(Description)
i
REC
Q
E
REMARKS
o LQ
m o
CU
z
•
POORLY GRADED SAND (SP), mostly fine to medium
sand few silt fines few or anics (grass, roots).
3/8" laver of charcoal.
53
1
9
9
17
$
'
No organics, orange -brown.
Laboratory soil classification indicates Silty
Sand (SM) - %<#200=13.4 WC%=5.2
73
Z
z
4
Z
3
47
3
4
8
4
266.5
6.5
Laboratory soil classification indicates
Clayey Sand (SC) - %<#200=19.4 LL=45
PI=20 WC%=9.3
SILTY SAND (SM), mostly fine to medium sand, little
silty fines, orange -brown.
53
4
3
14
s
Large root.
73
5
3
4
8
4
258.0
15.0
o
0
Few thin layers with some silty fines, trace gravel,
brown-redwet
, .
73
6
4
L21
11
10
BOTTOM OF BOREHOLE AT 15.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
Reading Depth Notes
24 hours Collapse at 5.8' 5/23/2019
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
- 15
SAS FORM 1836-A Boring Designation B-03 SHEET 1 of 1
FEB 08

Borina Desianation B-04
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-04 N 1976859.5 E 512144.9
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/23/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 269'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
SILTY SAND (SM), mostly fine to medium sand, little
2
siltV fines little organics(grass, roots), light brown, dry.
53
1
4
9
5
267.0
2.0
No organics, orange -brown.
9
POORLY GRADED SAND (SP), mostly fine to medium
6
sand, few silty fines, light brown.
87
z
6
12
6
2
87
3
3
7
4
263.0
6.0
SILTY SAND (SM), mostly fine to medium sand, some
100
4
6
11
33
silty fines, light brown.
22
Little silty fines, brown -red, moist.
6
93
5
21
34
259.0
10.0
13
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 3.8'
5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-04 SHEET 1 of 1
FEB 08

Borina Desianation B-05
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-05 N 1976954.5 E 511989.2
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/23/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 272.5'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
SILTY SAND (SM), mostly sand, little silt, little organics
3
o
(grass, roots dry.
33
1
8
15
7
270.5
2.0
Mostly fine to medium sand, no organics, light brown.
Y 9 9
POORLY GRADED SAND WITH SILT (SP-SM), mostly
1
fine to medium sand, few silty fines, light orange -brown.
80
2
2
4
2
268.7
3.8
1
POORLY GRADED SAND (SP), mostly fine to medium
67
3
2
4
sand, few silty fines, light orange -brown.
2
266.0
6.5
SILTY SAND (SM), mostly fine to medium sand, little
2
silty fines, mottled brown and red -brown.
73
4
3
6
3
a
6
262.5
10.0
Light orange -brown.
87
5
11
24
13
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 3.8'
5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-05 SHEET 1 of 1
FEB 08

Borina Desianation B-06
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-06 N 1977084.3 E 511990.5
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
6
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/23/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 268'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 15'
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
SILTY SAND (SM), mostly sand, little silty fines, little
6
organics(grass, roots dry.
47
1
9
17
3
Mostly fine to medium sand, no organics, light brown.
Laboratory soil classification indicates
11
264.5
3.5
53
Z
Clayey Silty Sand (SC-SM) with a trace
gravel - %<#200=23.2 LL=21 PI=6
of
26
13
.o
POORLY GRADED SAND (SP), mostly fine to medium
6
sand, few silty fines, light brown.
73
3
WC =8.2
9
14
5
261.4
6.6
Laboratory soil classification indicates
SILTY SAND (SM), mostly fine to medium sand, some
3
silty fines, mottled red and gray.
67
4
Sandy Fat Flay (CH) - %<#200=52.6
10
s
LL=64 PI=37 WC%=20.1
3
100
5
6
17
Yellow -brown, moist.
11
254.5
13.5
SILT (ML), mostly silt, yellow -brown and gray, wet.
z
L8
3
80
6
253.0
15.0
5
BOTTOM OF BOREHOLE AT 15.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 7.4'
5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
- 15
SAS FORM 1836-A Boring Designation B-06 SHEET 1 of 1
FEB 08

Borina Desianation B-07
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-07 N 1977013.3 E 511863.5
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/23/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 275'
7. DEPTH DRILLED INTO ROCK 0'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
274.9
0.1
CLAYEY SAND (SC), mostly sand, little clayey fines,
10
273.5
1.5
little organics (grass, roots), brown, dry.
53
1
11
22
11
SILTY SAND (SM), mostly fine to medium sand, little
10
18
.
silty fines, light brown.
271.5
3.5
80
z
19
POORLY GRADED SAND (SP), mostly fine to medium
sand, few silty fines, light brown.
2
87
3
3
6
POORLY GRADED SAND WITH SILT (SP-SM), mostly
3
fine to medium sand, few silty fines, orange -brown.
268.5
6.5
POORLY GRADED SAND (SP), mostly fine to medium
1
sand, trace silty fines, light orange -brown.
53
4
3
6
3
266.5
8.5
SILTY SAND (SM), mostly fine to medium sand, little
3
265.0
10.0
silty fines, mottled orange -brown and brown.
80
5
9
21
12
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 4.0'
5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-07 SHEET 1 of 1
FEB 08

Borina Desianation B-08
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-08 N 1976962.6 E 511741.6
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/20/19
5/21/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 278'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w (Description)
REC
E
o
m o
z
J
ASPHALT, 0.4' thick.
27
1
13
26
SILTY SAND (SM), mostly fine to medium sand, little
13
13
silty fines, few gravel, light orange -brown.
6
Light brown.
6
93
z
12
6
274.0
4.0
j
93
3
z
3
7
POORLY GRADED SAND WITH SILT (SP-SM), mostly
4
Vine to medium sand few silty fines, light brown.
Moist.
271.2
6.8
1
CLAYEY SAND (SC), mostly fine to coarse sand, some
53
4
z
5
clayey fines, orange -red.
3
N5
z
�8O
5
3
8
268.0
10.0
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 4.6'
5/21/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-08 SHEET 1 of 1
FEB 08

Borina Desianation B-09
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-09 N 1977039.7 E 511630.5
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/22/19
5/22/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 282'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
ASPHALT, 0.4' in 2 layers.
14
POORLY GRADED GRAVEL (GP), coarse gravel, dry.
1 53 1
12
23
SILTY SAND (SM), mostly fine to medium sand, little
11
silty fines, red -brown.
Laboratory soil classification indicates
3
53 2 Clayey Sand (SC) - %<#200=20.2 LL=37 5
10
PI=19 WC%=11.7
3
277.5 4.5
80 3
7
19
POORLY GRADED SAND (SP), mostly fine to medium
12
sand, few silty fines, light brown.
_
87 4
11
Ld,
j
. Trace silty fines.
87 5 patched immediat7
272.0 10.0
road.
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
1. Soils visually field classified in accordance with
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-09 SHEET 1 of 1
FEB 08

Borina Desianation B-10
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-10 N 1977090.1 E 511732
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
OINCLINED ---
15. DATE BORING
5/20/19
5/21/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 280'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
,..:
ASPHALT, 0.3'.
1
60
1
12
29
o
POORLY GRADED GRAVEL (GP), light yellow, poor
recovery.
15
14
SILTY SAND (SM), mostly fine sand, little silty fines,
73
z
16
`
8
brown.
s
o
Few cm sized blobs of orange -red, sharp edges, likely
2
fill.
73
3
4
10
6
2
33
4
2
4
2
No blobs.
1
D
73
5
2
6
270.0
10.0
4
BOTTOM OF BOREHOLE AT 10.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
24 hours Collapse at 4.4'
5/21/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
— 5
SAS FORM 1836-A Boring Designation B-10 SHEET 1 of 1
FEB 08

Borina Desianation B-11
DRILLING LOG
DIVISION
USACE Savannah
INSTALLATION
Ft. Bragg
SHEET 1
�OF 1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-11 N 1977152 E 511826.6
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
6
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
15. DATE BORING :STARTED COMPLETED
5/20/19 5/21/19
® VERTICAL : VERTICAL
OINCLINED ---
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 278.5'
7. DEPTH DRILLED INTO ROCK Q'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 15'
Tew
ELEV
DEPTH
o
Cu
w
J
FIELD CLASSIFICATION OF MATERIALS
(Description)
i
REC
Q
E
REMARKS
o LQ
m o
CU
z
o
ASPHALT, 0.3' thick.
27
1
12
17
SILTY SAND (SM), mostly fine to medium sand, little
silty fines, few gravel, light orange brown.
8
9
100
2
4
13
No gravel, orange -brown, some mottling, moist, possibly
fill.
Laboratory soil classification indicates
Clayey Sand (SC) - %<#200=18.2 LL=40
PI=20 WC%=9.6
Laboratory soil classification indicates
6
7
100
3
2
3
7
Clayey Sand (SC) - %<#200=18.0 LL=32
4
PI=14 WC%=7.2
4
o
93
4
5
9
4
Orange -brown to brown mottling, varies with fines
269.0
9.5
o
content.
87
5
4
8
16
SANDY SILT (ML), mostly silt, some fine to medium
8
sand, orange -brown.
1
263.5
15.0
Light brown.
r8O
6
7
s
BOTTOM OF BOREHOLE AT 15.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
Reading Depth Notes
24 hours Collapse at 6.0'
5/21/2019
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
- 15
SAS FORM 1836-A Boring Designation B-11 SHEET 1 of 1
FEB 08

Borina Desianation B-12
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-12 N 1977265.9 E 511800.2
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
8
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
D INCLINED ---
15. DATE BORING
5/21/19
5/22/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 281'
17. TOTAL CORE RECOVERY FOR BORING N/A
7. DEPTH DRILLED INTO ROCK 0'
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 25'
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
SILTY SAND (SM), mostly fine to medium sand, some
7
�siltV fines brown or anics rass, roots).
60 1
12
24
No organics, light orange -brown.
1z
Orange -brown.
3
67 2
6
15
9
Laboratory soil classification indicates 6
93 3 Clayey Sand (SC) - %<#200=24.0 LL=36 130
18
PI=15 WC%=11.7
Moist.
6
87 4
11
21
Red -brown.
10
10
Piece of gravel, ra -brown.
67 5
8
13
Little silty fines, orange -red.
5
7
100 6
16
31
o Mottled tan and red, possible seasonal high water table.
15
10
u Mottled orange -red and red -orange.
87 7
21
48
27
u Wet.
7
256.4 24.6 a
60 a
7
18
POORLY GRADED SAND (SP), mostly fine to medium
11
and, trace silty fines, light orange brown.
Water Level Data
BOTTOM OF BOREHOLE AT 25.0 ft
• Notes:
Reading Depth Notes
1. Soils visually field classified in accordance with
24 hours 24 in piezometer
5/22/2019
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
- 15
- 20
- 25
SAS FORM 1836-A Boring Designation B-12 SHEET 1 of 1
FEB 08

Borina Desianation B-13
DRILLING LOG
DIVISION
USACE Savannah
INSTALLATION
Ft. Bragg
SHEET 1
�OF 1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-13 N 1977440.7 E 511903.5
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
8
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
15. DATE BORING :STARTED COMPLETED
5/21/19 5/22/19
® VERTICAL : VERTICAL
D INCLINED ---
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 281'
7. DEPTH DRILLED INTO ROCK 0'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 25'
Tew
ELEV
DEPTH
o
Cu
w
J
FIELD CLASSIFICATION OF MATERIALS
(Description)
i
REC
Q
E
REMARKS
o LQ
m o
CU
z
2804
06
:"•
CONCRETE, difficult to auger through.
0
1
SILTY SAND (SM), mostly fine to medium sand, little
silty fines, orange -brown.
4
4
9
s
80
Z
3
7
Fine to coarse sand, mottled orange -brown and brown.
Laboratory soil classification indicates
Clayey Sand (SC) with a little gravel -
%<#200=18.6 LL=35 PI=18 WC%=11.9
4
9
80
3
11
27
16
Orange -brown.
6
87
4
9
19
10
7
o
Red grading to orange -red, minimal mottling.
100
5
8
15
7
269.0
12.0
LEAN CLAY (CL), mostly lean clay, little silt, gray with
trace of purple.
7
100
6
28
12
16
z
87
7
4
13
s
Little interbedded SP, fine to medium sand, trace clayey
fines, darker.
Wet.
z
256.0
25.0
87
n8
1s
4
g
BOTTOM OF BOREHOLE AT 25.0 ft
• Notes:
Water Level Data
1. Soils visually field classified in accordance with
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
Reading Depth Notes
24 hours Collapse at 12.3' 5/22/2019
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
- 15
- 20
- 25
SAS FORM 1836-A Boring Designation B-13 SHEET 1 of 1
FEB 08

Borina Desianation B-14
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-14 N 1977372.3 E 512017.4
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
8
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
D INCLINED ---
15. DATE BORING
5/21/19
5/22/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 276'
7. DEPTH DRILLED INTO ROCK 0'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 25'
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
275.2
0.8s
CONCRETE.
z
SILTY SAND (SM), mostly fine to medium sand, trace
60
1
10
27
-
silty fines, gray.
17
93
z
13
273.2
2.8
272.5
3.5
CLAYEY SAND (SC), mostly fine to medium sand,
some clayey fines, mottled tan and orange -brown.
6
z
93
3
10
SANDY LEAN CLAY (CL), mostly lean clay, some fine
s
to medium sand, decreasing sand with depth, mixed gray
and red.
Moist.
3
Laboratory soil classification indicates
100
4
Lean Clay (CL) with a trace of sand -
10
s
Fine sand, mostly gray, little red and orange.
°k<#200=98.4 LL=42 PI=22 WC°k=23.9
z
100
5
s
8
s
263.0
13.0
POORLY GRADED SAND (SP), mostly fine to medium
100
s
$
21
-
sand, trace silty fines, mottled orange, white and brown.
11
10
z
256.3
19.7
53
4
13
9
CLAYEY SAND (SC), mostly medium sand, some
clayey fines, gray, wet.
252.5
23.5
-
SILTY SAND (SM), mostly medium sand, little silty fines,
1
251.0
25.0
gray, few orange and purple horizontal bands.
87
a
4
9
s
BOTTOM OF BOREHOLE AT 25.0 ft
- Notes:
Water Level Data
1. Soils visually field classified in accordance with
Reading Depth Notes
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
24 hours Collapse at 15.0' 5/22/2019
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
- 15
- 20
- 25
SAS FORM 1836-A Boring Designation B-14 SHEET 1 of 1
FEB 08

DRILLING LOG USACE Savannah
1.PROJECT
SOF Operations Facility
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
B-16 N 1977197.9 E 511913.6
3. DRILLING AGENCY
USACE Savannah
4. NAME OF DRILLER
Verrett
5. DIRECTION OF BORING DEG FROM BEARING
® VERTICAL : VERTICAL
0 INCLINED ---
6. THICKNESS OF OVERBURDEN >
7. DEPTH DRILLED INTO ROCK 0'
8. TOTAL DEPTH OF BORING 25'
0
Z FIELD CLASSIFICATION OF MATERIALS
ELEV DEPTH Lu
w (Description)
J
SILTY SAND (SM), mostly fine to medium sand, little
silty fines, little
organics rootsgrass),brown, dry.
No organics, orange -brown, some mottling of red and
brown.
Red -brown, less mottling.
u Mostly medium sand, wet, few 1/2" thick layers of ML.
u No interbedded ML.
ueSI nation b-lb
SHEET 1
Ft. Bragg
OF 1 SHEETS
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem
Auger
11. MANUFACTURER'S DESIGNATION OF DRILL
C M E-550x
12. TOTAL SAMPLES DISTURBED
UNDISTURBED
8
0
13. TOTAL NUMBER CORE BOXES 0
14. ELEVATION GROUNDWATER See Remarks
:STARTED
COMPLETED
15. DATE BORING
5/21/19
5/22/19
16. ELEVATION TOP OF BORING 276.5'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
Tew
REC
o
E
o
REMARKS
�:
'6
>
U)
m
z
3
53
1
3
5
Laboratory soil classification indicates 3
80 Z Clayey Sand (SC) with a trace of gravel - 10 15
%<#200=17.3 LL=22 PI=8 WC%=11.8 6
80 3 Laboratory soil classification indicates 8 16
Clayey Sand (SC) - %<#200=24.2 LL=33 8
PI=15 WC%=12.0
671 4 1 1 1 4 8
731 5 1 1 1 6 11
871 6 1 1 1 6 8
73 1 7 1 1 1 12 17
67 1 8 1 1 1 9 17
BOTTOM OF BOREHOLE AT 25.0 ft
• Notes: Water Level Data
1. Soils visually field classified in accordance with Reading Depth Notes
ASTM 2488. 24 hours 16.7 in piezometer 5/23/2019
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25k
Some: 30-45k
Mostly: 50-100%
W
5
m
15
20
25
SAS FORM 1836-A Boring Designation B-16 SHEET 1 of 1
FEB 08

Borina Desianation B-17
DIVISION
INSTALLATION
SHEET
1
DRILLING LOG
�OF
USACE Savannah
Ft. Bragg
1 SHEETS
1. PROJECT
9. COORDINATE SYSTEM HORIZONTAL
VERTICAL
SOF Operations Facility
State Plane NAD83
NAVD88
10. SIZE AND TYPE OF BIT 4.25" Hollow Stem Auger
PN 88658 FY-20
2. HOLE NUMBER LOCATION COORDINATES
11. MANUFACTURER'S DESIGNATION OF DRILL
B-17 N 1977527.3 E 511931.9
CME-550x
3. DRILLING AGENCY
12. TOTAL SAMPLES DISTURBED UNDISTURBED
USACE Savannah
5
0
4. NAME OF DRILLER
13. TOTAL NUMBER CORE BOXES 0
Verrett
14. ELEVATION GROUNDWATER See Remarks
5. DIRECTION OF BORING DEG FROM BEARING
:STARTED COMPLETED
® VERTICAL : VERTICAL
D INCLINED ---
15. DATE BORING
5/21/19
5/22/19
6. THICKNESS OF OVERBURDEN >
16. ELEVATION TOP OF BORING 285.5'
7. DEPTH DRILLED INTO ROCK 0'
17. TOTAL CORE RECOVERY FOR BORING N/A
18. SIGNATURE AND TITLE OF INSPECTOR
8. TOTAL DEPTH OF BORING 10,
Tew
ELEV
DEPTH
o
FIELD CLASSIFICATION OF MATERIALS
i
Q
REMARKS
LQ
CU
Cu
w
(Description)
REC
E
o
m o
z
J
"• CONCRETE, wire lattice at base.
SILTY SAND WITH GRAVEL (SM), mostly fine to
53
s
6
11
` medium sand some gravel, little silty fines.
s
SILTY SAND (SM), mostly fine to medium sand, no
3
ravel, some silty fines, orange -brown.
73 2
7
13
1 /8" thick dark rust colored layer.
6
73 s
15
` 0.1' thick CL, white.
s
278.7 6.8
6
POORLY GRADED SAND (SP), mostly medium sand,
67 4
7
14
trace silty fines, brown.
7
277.0 8.5
ORLY GRADED SAND WITH CLAY (SP-SC),
4
275.5 10.0 stly fine to medium sand, few clayey fines, light
kubruvv
93 5
6
12
n.
' thick purple layer.
Water Level Data
BOTTOM OF BOREHOLE AT 10.0 ft
Reading Depth Notes
• Notes:
1. Soils visually field classified in accordance with
24 hours Collapse at 4.5
5/22/2019
ASTM 2488.
2. N-Value: Total blows over last 1.0 foot of 1.5-foot
driven interval using a 1 3/8-inch ID splitspoon with
140-pound hammer falling 30 inches.
3. The CME 550x drilling rig utilizes an automatic trip
hammer.
4. Trace: < 5%
Few: 5-10%
Little: 15-25%
Some: 30-45%
Mostly: 50-100%
0
- 5
SAS FORM 1836-A Boring Designation B-17 SHEET 1 of 1
FEB 08

ATTACHMENT C
Soil Laboratory Test Results

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ATTACHMENT D
Soil Percolation and Infiltration Data

SOF Operations Facility
PN 88658, FY 20
Fort Bragg, NC
Tests were performed by Jamie Dunn and Laura Dudley on 21-22 May 2019
Test holes were pre-soaked the day prior to testing.
Weather conditions on 21 May 2019 were sunny with temperatures reaching up to 90 degrees.
Weather conditions on 22 May 2019 were overcast with temperatures reaching up to 80 degrees.
The soil conditions at the site varried. Borings in the vicinity provide a more accurate description of the soils.
Various lengths of slotted pvc pipe screens were placed in each hole to minimize difficulties associated with hole
cave-in, and 2 - 3" of gravel was placed in the bottom of the holes before water was added.
Soil percolation tests were performed in accordance with DM 110-1-1, Jul 83, Chapter 20.
Water levels were measured by a water level indicator with reference point on the inserted slotted pipe screen.
A minimum 6" water column above gravel was used as the initial height of water, subsequently recharged to
this level after each reading, as necessary. All times were noted by digital clock device.
The Michigan method is used to estimate infiltration rates from the percolation test data.
The infiltration rate calculated for the design of affected stormwater mnagement structures is in bold print.
Percolation Test # P-01
Percolation test hole: 4" diameter x 39" (3.25') deep
Test performed 5/22/2019 in the immidate vicinity of boring location B-03.
Soil profile matches soil boring B-03 with SHWT estimated at a depth in excess of 11.5'
Start and End Timi Elapsed
initial reading
final reading
percolation rate Infiltration rate
time (min.;
from top of riser, ft
from top of riser, ft
ft/hr
in/hr Rf Inf rate (in/hr)
1200
- 1210
10
3.05
3.79
4.44
53.28
1208
- 1218
10
2.90
3.79
5.34
64.08
1216
- 1226
10
3.18
3.79
3.66
43.92
1226
- 1236
10
3.20
3.79
3.54
42.48
1236
- 1246
10
3.19
3.79
3.60
43.20
1246
- 1252
10
3.01
3.79
4.68
56.16 3.70 15.18
Percolation Test # P-02
Percolation test hole: 4.0" diameter x 36" (3') deep
Test performed 5/22/2019 in the immidate vicinity of boring location B-06.
Soil profile matches soil boring B-06 with SHWT estimated at a depth in excess of 8'
Start and End Timi Elapsed
time (min.,
0831
- 0931
60
0931
- 1031
60
1031
- 1131
60
1131
- 1231
60
initial reading
final reading
from top of riser, ft
from top of riser, ft
3.66
3.77
3.77
3.85
3.85
3.95
3.95
4.04
percolation rate
ft/hr
in/hr
0.11
1.26
0.09
1.02
0.10
1.20
0.09
1.08
Infiltration rate
Rf Inf rate (in/hr)
5.53 0.20

Percolation Test # P-03
Percolation test hole: 8.5" diameter x 3 5 " (2.92') deep with 3" of asphalt at the top
Test performed 5/21/2019 in the immidate vicinity of boring location 13-11.
Soil profile matches soil boring B-11 with SHWT estimated at a depth in excess of 15'
Start and End Timi Elapsed
initial reading
final reading
percolation rate Infiltration rate
time (min.;
from top of riser, ft
from top of riser, ft
ft/hr
in/hr Rf Inf rate (in/hr)
0950
- 1000
10
4.42
4.62
1.20
14.40
1002
- 1012
10
4.42
4.51
0.54
6.48
1013
- 1023
10
4.36
4.45
0.54
6.48
1024
- 1034
10
4.45
4.57
0.72
8.64
1035
- 1045
10
4.42
4.49
0.42
5.04
1047
- 1057
10
4.45
4.54
0.54
6.48
1057
- 1107
10
4.44
4.52
0.48
5.76 2.29 2.51

ATTACHMENT E
NRCS Soils Report

USDA United States
Department of
Agriculture
MRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Cumberland
County, North
Carolina
SOF Operations Facility
June 21, 2019

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Cumberland County, North Carolina...............................................................13
BaD—Blaney loamy sand, 8 to 15 percent slopes......................................13
CaB—Candor sand, 1 to 8 percent slopes..................................................14
NoB—Norfolk loamy sand, 2 to 6 percent slopes........................................15
References............................................................................................................17

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaD
Blaney loamy sand, 8 to 15
percent slopes
0.4
4.2%
CaB
Candor sand, 1 to 8 percent
slopes
8.5
82.0%
NoB
Norfolk loamy sand, 2 to 6
percent slopes
1.4
13.7%
Totals for Area of Interest
10.4
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
11

Custom Soil Resource Report
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Cumberland County, North Carolina
BaD—Blaney loamy sand, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol. w6z3
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period: 210 to 245 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Blaney and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Blaney
Setting
Landform: Low hills
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits
Typical profile
A - 0 to 4 inches: loamy sand
E - 4 to 25 inches: loamy sand
Bt - 25 to 62 inches: sandy clay loam
C - 62 to 80 inches: loamy coarse sand
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: Loamy Backslope Woodland - PROVISIONAL (F137XY006GA)
Hydric soil rating: No
13

Custom Soil Resource Report
CaB—Candor sand, 1 to 8 percent slopes
Map Unit Setting
National map unit symbol. w6zj
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Candor and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Candor
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits and/or eolian sands
Typical profile
A - 0 to 8 inches: sand
E - 8 to 26 inches: sand
Bt - 26 to 38 inches: loamy sand
E' - 38 to 62 inches: sand
B't - 62 to 80 inches: sandy clay loam
Properties and qualities
Slope: 1 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 2.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Dry Sandy Upland Woodland (F137XY001 GA)
Hydric soil rating: No
14

Custom Soil Resource Report
NoB—Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2v75y
Elevation: 30 to 450 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 14 inches: loamy sand
Bt - 14 to 65 inches: sandy clay loam
BC - 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Wagram
Percent of map unit. 10 percent
15

Custom Soil Resource Report
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Riser, rise
Down -slope shape: Convex, linear
Across -slope shape: Convex
Hydric soil rating: No
Goldsboro
Percent of map unit: 7 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
it.

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
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Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
18