HomeMy WebLinkAboutPoplin Meadows - 6194-NC_Poplin Townhomes_Geotech Report
SUMMARY REPORT OF PRELIMINARY GEOTECHNICAL
SUBSURFACE EXPLORATION
AND ENGINEERING EVALUATION
PROPOSED POPLIN TOWNHOMES
INDIAN TRAIL, NORTH CAROLINA
EEI PROJECT NUMBER 6194-NC
PREPARED FOR:
THE MOSER GROUP, INC.
231 POST OFFICE DRIVE, SUITE B-8
INDIAN TRIAL, NC 28079
SUBMITTED BY:
MATTHEW C. KIRCHNER, P.E.
SENIOR ASSOCIATE
FRANK L GRAY III, P.E.
PRINCIPAL
April 25, 2018
Atlanta www.eagleonline.net Charlotte
P.O. Box 551 2013-A Van Buren Avenue
Alpharetta, GA 30009 Indian Trail, NC 28079
Ph 678 339 0640 Ph 704 882 4222
Fax 866 775-0329 Fax 866 775-0329
April 25, 2018
Mr. Cody Turner
231 Post Office Drive
Monroe, NC 28111
SUMMARY REPORT OF PRELIMINARY GEOTECHNICAL
SUBSURFACE EXPLORATION
AND ENGINEERING EVALUATION
PROPOSED POPLIN TOWNHOMES
INDIAN TRAIL, NORTH CAROLINA
EEI PROJECT NUMBER 6194-NC
Dear Mr. Turner,
Please find enclosed our Preliminary Geotechnical Site Investigation for the above referenced project.
We have completed this project in accordance with our agreement and your authorization to proceed on
this project. We sincerely appreciate the opportunity to be of service to you on this project and will make
ourselves available to discuss any of the included results should you desire.
As outlined in our proposal, the scope of services to be provided by Eagle Engineering, Inc. (EEI)
included field explorations of the existing soil conditions in the subject area at the referenced site. The
enclosed report describes our investigative procedures, presents the results of the investigation, and makes
specific design and construction recommendations for the facility.
We have enjoyed working with you on this preliminary geotechnical exploration and engineering
evaluation and are prepared to provide quality control testing services.
If you have any question concerning this report or if we can be of further assistance to you at any time,
please contact us.
Sincerely,
EAGLE ENGINEERING, INC.
Matthew C. Kirchner, P.E. Frank L Gray III, P. E.
Senior Associate Principal
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
i
TABLE OF CONTENTS
PAGE NO.
EXECUTIVE SUMMARY ................................................................................1
EXISTING SITE DESCRIPTION ....................................................................1
AREA GEOLOGY..............................................................................................2
EXPLORATION PROCEDURE ......................................................................2
FINDINGS ...........................................................................................................2
PROPOSED CONSTRUCTION .......................................................................4
RECOMMENDATIONS ....................................................................................4
SITE PREPARATION .......................................................................................5
FOUNDATION DESIGN ...................................................................................6
FLOOR SLAB SUPPORT .................................................................................7
SEISMIC SITE CLASS DEFINITIONS ..........................................................7
DRAINAGE .........................................................................................................7
EXCAVATION ...................................................................................................7
APPENDIX
BORING LOCATION PLAN
BORING LOGS
NOMENCLATURE
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
1
EXECUTIVE SUMMARY
The enclosed preliminary subsurface exploration was completed in order to evaluate the existing
site conditions at an approximate 11.58-acre property as they relate to the proposed single-family
townhome development, Poplin Townhomes. A total of twenty-one (21) soil test borings were
completed within the area of the proposed development as shown on the Boring Location Plan.
The subject property is a semi-rectangular shaped parcel of land located at 6008 Poplin Road,
Indian Trail, NC. Stormwater runoff is primarily sheet flow to the southwest of the property. The
general results of our soil test borings indicated a layer of topsoil at the surface of each test boring
underlain by stiff to very hard residual soils. The residual soils were primarily SANDY SILTS
with N-values ranging from 6 to 96 blows per foot (bpf). An exception to above is B-11 were fill
soils were encountered to a depth of 3.5 feet bgs. Partially weathered rock was encountered
within test borings B-2, B-4, B-5, B-9, B-11, B-14 and B-16 through B-21 at depths ranging from
3.5 to 18.5 feet bgs. Auger refusal was encountered in test borings B-20 and B-21 at depths
ranging from 20.0 to 22.0 feet bgs. Auger refusal rock may be more present than Test borings
have indicated. Groundwater was not encountered in any of the test borings; however hole cave
depths of 5.3 to 17.3 feet bgs were recorded. These hole cave depths may be indicative of a more
stabilized groundwater surface.
The soils encountered during the site investigation appear suitable for a footing design using a
2,000 psf design soil bearing pressure except for the very soft to firm soils. The very soft to firm
soils within B-8, B-11 and B-12 will require removal and replacement with properly compacted
structural fill. Furthermore, the near surface soils when properly prepared should adequately
support the proposed pavement system.
EXISTING SITE DESCRIPTION
The subject property is a semi-rectangular shaped parcel of land located AT 6008 Poplin Road,
Indian Trail, NC. The location of the property is shown on the Boring Location Plan located in
the appendix. Stormwater runoff is primarily sheet flow to the southwest of the property.
Topographically the subject property has a maximum elevation of 642 MSL near the north
property line. The lowest elevation appears to be in the southwest corner line at approximate
elevation 622 MSL.
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
2
AREA GEOLOGY
The project site is located in the Piedmont (Carolina Terrane) Physiographic Province of North
Carolina. The area is characterized by broad, gently rolling interstream areas and steeper slope
along drainage ways. No prominent hills stand out above the generally level uplands.
Rocks of the Piedmont of the Southeastern United States occur in belts that conform to the
regional northeastern trend of major structural features. These belts are delineated on the basis of
kinds of rock, grade of metamorphism, and structure. These differences are commonly
manifested in topographic differences among the belts. The subdivision of the Piedmont into
belts is a useful generalization when discussing large areas, although exact boundaries may be
impossible to draw. The Piedmont Physiographic Province is underlain by a complex of igneous
and metamorphic rocks. Underlying bedrock of Piedmont Physiographic Province may be
overlain by mantle of weathered rock.
EXPLORATION PROCEDURE
During this Phase of the development, twenty-one (21) soil test borings were drilled at the site of
the proposed development at the approximate locations shown on the attached Boring Location
Plan (BL-1). The borings were drilled to attempted depths ranging from 15.0 to 25.0 feet below
ground surface (bgs).
The soil test borings were made by mechanically twisting a continuous-flight steel auger into the
soil. Standard Penetration Tests were performed at designated intervals in the soil test borings in
accordance with ASTM D 1586 to provide a guide for estimating soil strength. In conjunction
with the penetration testing, split-spoon soil samples were recovered for visual soil classification.
Water level measurements were taken after the borings were drilled. The test boring records show
detailed soil descriptions and stratifications, consistency evaluations, standard penetration
resistances (N), boring termination depths, and groundwater conditions at each boring location.
FINDINGS
The general results of our soil test borings indicated a layer of topsoil at the surface of each test
boring underlain by stiff to very hard residual soils. The residual soils were primarily SANDY
SILTS with N-values ranging from 6 to 96 blows per foot (bpf). An exception to above is B-11
were fill soils were encountered to a depth of 3.5 feet bgs. Partially weathered rock was
encountered within test borings B-2, B-4, B-5, B-9, B-11, B-14 and B-16 through B-21 at depths
ranging from 3.5 to 18.5 feet bgs. Auger refusal was encountered in test borings B-20 and B-21 at
depths ranging from 20.0 to 22.0 feet bgs. Auger refusal rock may be more present than Test
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
3
borings have indicated. Groundwater was not encountered in any of the test borings; however
hole cave depths of 5.3 to 17.3 feet bgs were recorded. These hole cave depths may be indicative
of a more stabilized groundwater surface.
A more detailed description of the subsurface conditions encountered at the borings is provided
below and on the Test Boring Logs enclosed in the Appendix.
The following general soil strata are present at the Test Borings:
1. Topsoil 0.3 to 0.6 feet thick is present at the ground surface of all test borings.
2. Fill soils were encountered in test boring B-11 to a depth of 3.5 feet below the ground
surface (bgs). The fill soils were primarily SANDY SILTS with varying N-value ranging
of 1 blows per foot (bpf). The low blow count fill soils (<8 bpf) should be considered
non-structural and require removal and reworking to meet the classification of structural
fill listed below.
3. Weathered in place or residual soils of the Piedmont Physiographic province extend
below the topsoil above. Residual soil is defined as the product of bedrock weathered in-
place in the bedrock original location. Texturally, these soils are primarily SANDY
SILTS. Soil consistency (relative density in the case for sands) as measured by Standard
Penetration Resistance (N) ranges from firm to very stiff with corresponding N values of
6 to 96 bpf.
4. Partially weathered rock was encountered within test borings B-2, B-4, B-5, B-9, B-11,
B-14 and B-16 through B-21 at depths ranging from 3.5 to 18.5 feet bgs. Partially
weathered rock is defined as a soil with a Standard Penetration Resistance (N) value
greater than 100 bpf. Partially weathered rock can occur at the interface between a
weathered soil condition and more competent bedrock. Partially weathered rock may be
more present than test borings have indicated.
5. Auger refusal was encountered in test borings B-20 and B-21 at depths ranging from 20.0
to 22.0 feet bgs. Auger refusal rock may be more present than Test borings have
indicated.
6. Groundwater was not encountered in any of the test borings. Hole cave depths of 5.3 to
17.3 feet were encountered in all test borings. These depths may be indicative of a more
stabilized groundwater level. Groundwater levels tend to fluctuate 3 to 5 feet with
seasonal moisture variations and are generally highest in the late winter and early spring.
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
4
During and after wet periods, groundwater may become trapped near the ground surface
and form an apparent shallow water table. This trapped water will eventually migrate to
the deeper true groundwater table.
PROPOSED CONSTRUCTION
The proposed development is projected to be a single-family townhome development. The
structures are assumed to be constructed with concrete masonry unit walls/stone, brick or wood
façade structures that are wood framed. The proposed buildings are projected to have a required
soil bearing pressure loading of 2,000 psf.
It is projected the building floor slabs will be grade supported without a basement. Floor loads
are projected to be 50 to 150 psf.
Cuts and fills, as we understand it, will be minimal over the present site grades.
RECOMMENDATIONS
The recommendations presented in this report for overall site development and typical foundation
support are best suited for the proposed construction and existing soil conditions. These
recommendations are made as a guide for the design engineer based on our experience with
similar soils under similar loading conditions. If conditions are encountered during the
construction, or the building type and/or location should differ from those presented in this report,
EEI should be notified immediately so that the conditions can be evaluated and recommendations
modified as required.
Based on our investigation, the very soft to firm soils encountered at test borings B-8, B-10 and
B-11 at this time are not suitable for adequately supporting proposed construction. Eagle
Engineering, Inc. recommends undercutting and repairing the very soft to firm soil strata for
shallow footing, concrete slab and pavement support. If the site preparation and design
recommendations presented in this report are implemented, shallow spread footings can be
supported on new structural fill.
Soil bearing pressures in the range of 2000 psf are typically equal to N values in excess of 8 bpf
or soil densities in excess of 95% Standard Proctor Density. The near surface very soft to firm
soils are not structural in nature and will require reworking or replacement in order to meet
structural fill requirements and be sufficient to support the proposed development. The residual
soils are structural in nature and will be sufficient to support the proposed development. Should
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
5
any fill be required we recommend the structural fill meet the minimum required soil densities in
excess of 95% Standard Proctor Density. Details for structural fill are presented below.
SITE PREPARATION
EEI recommends the following procedures for site preparation:
1. Existing plans of the construction area should be reviewed and the site should be
inspected to locate existing underground utilities, such as electrical and telephone cables,
which may serve the existing adjacent structures. If such utilities are found in the
proposed construction area, they should be removed, relocated, or protected.
2. Any fill soil or debris encountered during the grading process should be undercut in
accordance with the above recommendations. The undercut surface should be inspected
utilizing hand auger borings and dynamic cone penetrometer testing. If the testing
indicates sufficient strengths, begin the backfill process as recommended above.
3. The stripped and undercut surface should be proof rolled with a heavily loaded,
pneumatic-tired vehicle such as a rubber-tired roller, fully loaded dump truck or pan. This
vehicle should have a minimum static weight of 20 tons and should be operated at a
speed approximating that of a slow walk (one to two miles per hour).
4. The proof roller should make at least four passes over the site with the last two passes
perpendicular to the first two. Any areas which wave or deflect excessively and continue
to do so after several passes of the proof roller should be undercut to firm soils and
backfilled with new structural fill (see Structural Fill).
5. The working area should be protected so that surface runoff will drain away from the
construction locations by gravity. Preparation of the existing surface in this manner will
minimize the possibility of a reduction in the soil bearing capacity due to saturation from
standing water.
6. For fill areas, an approved fill material should be placed in thin, nearly horizontal lifts
(lift thickness depends on type of compaction equipment, but generally lifts of 8 inches
loose measurements are recommended). The lifts should be compacted mechanically with
construction equipment such as a vibratory sheepsfoot roller. The fill soil should be
compacted as structural fill (see Structural Fill).
An EEI engineering technician, working under engineering review, should be on-site full time
during undercutting operations to verify proper bearing capacity at each location. Further, if the
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
6
owner elects to backfill with crushed stone, the engineering technician should be on-site to take
adequate density tests throughout fill placement operations to verify that the specified compaction
is being achieved. It is particularly important that this be accomplished during the initial stages of
the filling operation so that adjustments in the compactive effort, number of passes, or
compaction equipment used can be made early in the fill program.
STRUCTURAL FILL
Structural fill, at 2% of optimum moisture, should be compacted to at least 100% of the
Standard Proctor (ASTM D-698) maximum dry density due to the required bearing pressures for
this project. This fill should extend 5 feet horizontally beyond the footing foundations and paved
areas and extend downward on a maximum 2 horizontal to 1 vertical slope. The structural fill soil
must be a non-organic soil with a minimum dry weight of 90 pounds per cubic foot (pcf) with a
USCS classification of SC, SM, GC, GM, or ML. Plastic clay should not be used as structural
fill.
FOUNDATION DESIGN
The assumed structures may be supported on the proposed spread footings assuming the
recommendations outlined above are followed. A 2000 psf design soil bearing pressure can be
used to size footing foundations. This applies to foundations supported at least 1 foot into stiff
residual soil or new structural fill compacted to at least 95% of the Standard Proctor (ASTM D-
698) maximum dry density.
Based on our review, total settlements of 1/2 to 3/4 inch are estimated with the recommended
design soil bearing pressure, residual and structural fill soils, and 100% of the total live and dead
loads. Since only a percentage of the total live loads will actually be exerted 100% of the time,
the estimated total settlement will be less than 3/4 inch. Total settlements of less than 3/4 inch,
based on our experience, should be satisfactory for this building.
An EEI Project Manager or Senior Engineering Technician, working under an Engineer’s
supervision, should inspect the bearing surfaces of the footing excavations. This inspection is
recommended to verify that the footing is cleaned and bearing on undisturbed new structural fill
or residual soil or to define those areas where materials of variable bearing soils are encountered.
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
7
FLOOR SLAB SUPPORT
The floor slab will support relatively light loads of 50 to 100 psf. This floor slab will perform
satisfactorily when supported on structural fill soil or stiff residual soil if the site preparations are
implemented. The floor slab should be designed based upon a recommended sub-grade soil
modulus of 100 pounds per cubic inch (pci) for compacted grade level site soils. The floor slab
should be jointed and constructed separate from the wall partitions and foundations so that the
structural frame and floor will move independently of each other. Furthermore, a vapor barrier
should be placed between the concrete slab and the underlying coarse aggregate (See Drainage
section). Structural interior partitions may be supported on thickened floor slabs where plastic
clay was removed or in non-plastic clay areas.
SEISMIC SITE CLASS DEFINITIONS
EEI has assigned a seismic site classification of C according to the 2012 International Building
code section 1613. The average properties in the top 100 feet have been calculated with an
average standard penetration resistance, N > 100 blows per foot.
DRAINAGE
Since groundwater is not present at the Test borings within a depth of the projected cuts, a drain
is not required beneath the ground floor slab to continuously remove groundwater. A vapor
barrier consisting of a minimum 6-mil plastic sheet is recommended beneath the floor slab.
EXCAVATION
Auger refusal is present in test borings within a depth of the projected cuts, rock removal or
difficulties excavating for utilities or foundations should be anticipated within the site
development.
LIMITATION AND WARRANTIES
This report has been prepared in accordance with generally accepted geotechnical engineering
practices for the exclusive use of The Moser Group, Inc. No other warranty, expressed or implied,
is made. Our recommendations are based on the design information furnished to us, the data
obtained in the field-testing program, and our experience with soils in this geographic area.
The Recommendations given in this summary report are based on the assumption that the existing
POPLIN TOWNHOMES 6194-NC
INDIAN TRAIL, NORTH CAROLINA APRIL 25, 2018
8
subsurface conditions at this site do not vary substantially from those indicated by the Test
borings. These Recommendations are subject to review of the design plans and specifications at
which time we reserve the right to make revisions. In addition, these Recommendations are
based on competent field engineering, inspection and testing during construction.
This Opinion Letter may be relied upon by you only in connection with and for the purposes set
forth herein and may not be used or relied upon by any other person, firm, or entity for any
purpose whatsoever than in connection with regulatory requirements or in response to a court
order without, in each instance, the written consent of the signed. EEI is not responsible for the
independent conclusions, opinions, or recommendations made by others based on the field
exploration, sampling, and laboratory analyses presented in this report.
APPENDIX
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Very Stiff Light Brown SANDY
SILT with Rock Fragments
Very Stiff Brown Yellow Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Stiff Light Brown SANDY SILT with
Rock Fragments
Hard Light Brown Black SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
21
28
24
22
39
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-1 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.6'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Very Stiff Yellow Brown
Slightly CLAYEY SANDY SILT
Hard Yellow Brown Slightly CLAYEY
SANDY SILT with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Gray SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
23
29
36
38
100/8
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-2 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.1'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Stiff Yellow Brown Slightly
CLAYEY SANDY SILT
Very Stiff Yellow Brown Slightly CLAYEY
SANDY SILT
Very Stiff Light Brown SANDY SILT with
Rock Fragments
Very Hard Light Brown SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
14
21
25
23
54
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-3 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.9'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Stiff Brown Yellow Slightly
CLAYEY SANDY SILT
Stiff Light Brown SANDY SILT with Rock
Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Gray SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
9
10
15
20
100/2
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-4 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.2'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Hard Light Brown SANDY
SILT with Rock Fragments
Hard Light Brown Yellow Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Hard Light Brown Gray SANDY SILT
with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Gray SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
37
46
92
100/4
100/2
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-5 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>9.0'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Stiff Light Brown Tan Slightly
CLAYEY SANDY SILT
Very Stiff Yellow Brown Tan Slightly
CLAYEY SANDY SILT
Hard Light Brown SANDY SILT with Rock
Fragments
Very Hard Light Brown Gray SANDY SILT
with Rock Fragments
Boring Terminated at 15.0'
10
17
41
47
68
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-6 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.2'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Firm Red Yellow Brown
CLAYEY SILT
Stiff Red Yellow Brown CLAYEY SILT
Stiff Light Brown Slightly CLAYEY SANDY
SILT
Very Stiff Light Gray Brown SANDY SILT
with Rock Fragments
Boring Terminated at 15.0'
7
10
13
11
29
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-7 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>6.3'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Firm Red Yellow Brown
CLAYEY SILT
Stiff Red Yellow Brown CLAYEY SILT
Stiff Light Brown Slightly CLAYEY SANDY
SILT
Very Stiff Light Gray Brown SANDY SILT
with Rock Fragments
Boring Terminated at 15.0'
6
8
19
24
28
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-8 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>5.3'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Very Stiff Red Brown
CLAYEY SILT
Very Stiff Light Brown Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Hard Light Brown Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Hard Gray Tan White SANDY SILT
with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Gray Tan White SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
16
23
65
88
100/4
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-9 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.1'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Firm Brown Yellow Slightly
CLAYEY SILT
Stiff Brown Yellow Slightly CLAYEY SILT
Very Stiff Light Brown Gray SANDY SILT
with Rock Fragments
Hard Light Brown SANDY SILT with Rock
Fragments
Very Hard Light Brown SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
6
11
29
41
57
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-10 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.2'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
FILL: Yellow Brown SILTY CLAY
RESIDUAL: Stiff Red Yellow Brown
Slightly CLAYEY SANDY SILT
Stiff Yellow Brown Slightly CLAYEY
SANDY SILT
Very Hard Light Brown Slightly CLAYEY
SANDY SILT with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Tan Brown SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
1
11
14
67
100/4
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-11 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>7.8'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Firm Yellow Brown Slightly
CLAYEY SANDY SILT
Stiff Brown Black Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Stiff Brown Black Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Stiff Light Brown SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
8
15
17
22
30
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-12 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>7.9'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Firm Red Yellow Brown
Slightly CLAYEY SILT
Stiff Red Yellow Brown Slightly CLAYEY
SILT
Stiff Yellow Brown Slightly CLAYEY
SANDY SILT
Very Stiff Light Brown SANDY SILT with
Rock Fragments
Very Hard Light Brown Gray SANDY SILT
with Rock Fragments
Boring Terminated at 15.0'
8
10
12
20
53
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-13 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>9.2'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Very Hard Light Yellow Brown
SANDY SILT with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Yellow Brown SANDY SILT
with Rock Fragments
Boring Terminated at 15.0'
57
100/8
100/4
100/2
100/2
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-14 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>7.8'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Stiff Light Brown Gray
SANDY SILT with Rock Fragments
Hard Yellow Brown Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Hard Light Brown Yellow SANDY
SILT with Rock Fragments
Boring Terminated at 15.0'
13
38
45
59
89
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-15 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.4'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Very Stiff Light Brown Tan
Slightly CLAYEY SANDY SILT with Rock
Fragments
Hard Light Brown Tan Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Hard Light Brown Tan Slightly
CLAYEY SANDY SILT with Rock
Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Tan Slightly CLAYEY
SANDY SILT with Rock Fragments
Boring Terminated at 15.0'
21
33
57
71
100/9
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-16 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.0'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Very Hard Light Brown Gray
SANDY SILT with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Gray SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
51
86
96
100/4
100/4
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-17 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>9.1'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Stiff Yellow Brown CLAYEY
SANDY SILT
Very Stiff Yellow Brown Slightly CLAYEY
SANDY SILT
Very Hard Light Brown SANDY SILT with
Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown SANDY SILT with Rock
Fragments
Boring Terminated at 15.0'
10
20
54
81
100/4
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-18 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.8'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Stiff Red Yellow Brown
Slightly CLAYEY SILT
Very Hard Light Brown Slightly CLAYEY
SANDY SILT with Rock Fragments
Very Hard Light Brown Tan SANDY SILT
with Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Tan SANDY SILT with
Rock Fragments
Boring Terminated at 15.0'
10
12
66
80
100/4
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-19 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>8.1'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Hard Light Brown Slightly
CLAYEY SANDY SILT with Rock
Fragments
Very Hard Light Brown SANDY SILT with
Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown SANDY SILT with Rock
Fragments
Auger Refusal at 20.0'
46
72
67
81
90
100/4
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-20 CLIENT:THE MOSER GROUP, INC.DATE:04/22/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>12.2'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
0
5
10
15
20
25
30
Topsoil
RESIDUAL: Hard Light Brown Slightly
CLAYEY SILTY with Rock Fragments
Very Hard Light Brown SANDY SILT with
Rock Fragments
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown SANDY SILT with Rock
Fragments
Auger Refusal at 22.0'
38
80
73
82
100/4
100/2
BORING LOG PROJECT:POPLIN TOWNHOMES PROJECT NO.:6194-NC
BORING NO. B-22 CLIENT:THE MOSER GROUP, INC.DATE:04/21/2018
LOCATION:See Boring Layout ELEVATION:
DRILLER:EDPS LOGGED BY:EDPS
DRILLING METHOD:2-1/4" Hollow Stem Auger
DEPTH TO - WATER> INITIAL:DRY AFTER 24 HOURS:N/A CAVING>17.3'ELEVATION(relative)DEPTH(feet)SOIL DESCRIPTION
SAMPLENAT. MOIST %GROUNDWATERLIQUID LIMITPLASTICITY INDEX% PASSING No. 200N-VALUEPENETRATION
RESISTANCE
(BLOWS PER FOOT)
N-VALUE
10 20 30 40 50 60 70 80 90100+
EAGLE ENGINEERING, INC.This information pertains only to this boring and should not be interpreted as being indicitive of the site.PAGE 1 of 1
NOMENCLATURE AND SYMBOLS
UNDISTURBED SAMPLE (UD recovered)
UNDISTURBED SAMPLE (UD not recovered)
STANDARD PENETRATION RESISTANCE (ASTM-D 1589-77)
100/2” Number of blows (100) to drive the spoon a number of inches (2”)
AX,BX,NX Core barrel sizes (1 1/8”, 1 5/8”, 2 1/8” diameter)
65% Percentage of rock core recovered
RQD ROCK QUALITY DESIGNATION of core segments > 4” long
Water Table at least 24 hours after drilling
Water Table one hour or less after drilling
Loss of Drilling Water
PENETRATION RESISTANCE RESULTS
SANDS
NO. OF BLOWS, N APPROXIMATE
RELATIVE DENSITY
0 – 4 VERY LOOSE
5 – 10 LOOSE
11 – 20 FIRM
21 – 30 VERY FIRM
31 – 50 DENSE
OVER 50 VERY DENSE
APPROXIMATE
CONSISTENCY
SILTS &
CLAYS
0 – 1 VERY SOFT
2 – 4 SOFT
5 – 8 FIRM
9 – 15 STIFF
16 – 30 VERY STIFF
31 – 50 HARD
OVER 50 VERY HARD
DRILLING PROCEDURES
Soil sampling and standard penetration testing performed in accordance with ASTM-D 1586-87. The
standard penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a
2 inch OD, 1.4 inch LD Split Spoon Sampler one foot. Core drilling is completed in accordance with
ASTM D 2113-62T. The undisturbed sampling is completed in accordance with ASTM D 1587-67