SW1221003_Soils/Geotechnical Report_20221031

L Cahill
From:
Sent:
To:
Cc:
Subject:
Attachments:
B-1 = 32 inches bgs
B-2 = 14 inches bgs
B-3 = 32 inches bgs
B-4 = 13 inches bgs
Matthew Fogleman, P.E. <[e-mail]>
Friday, May 13, 2022 4:26 PM
Angus Musser; [e-mail]; [e-mail]
Nicole Pearlman; Brett Basnight
RE: Mills River Townhomes Stormwater Features
Mills River Townhomes - SHWT Diagram.pdf
MATTHEW FOGLEMAN, P.E. I Office Manager, Principal
ECS SOUTHEAST, LLP I T 828.665.2307 1 D 828.785.4180 1 C 828.551.3511
www.ecslimited.com
Confidential/proprietary message/attachments. Delete message/attachments if not intended recipient.
From: Angus Musser <[e-mail]>
Sent: Tuesday, May 10, 2022 5:49 PM
To: [e-mail]; [e-mail]
Cc: Matthew Fogleman, P.E. <MFogleman @ecslimited.com>; Nicole Pearlman <[e-mail]>; Brett
Basnight <[e-mail]>
Subject: [EXTERNAL] RE: Mills River Townhomes Stormwater Features
Matt,
Just to make sure you all have the latest info, see attached plans from Brooks.
Thanks,
Angus Musser
704-936-9773
Longbranchdevelopment.com
From: [e-mail] <[e-mail]>
Sent: Tuesday, May 10, 2022 5:12 PM
To: Angus Musser <[e-mail]>; [e-mail]
Cc:'Matthew Fogleman, P.E.' <MFogleman @ecslimited.com>; 'Nicole Pearlman' <[e-mail]>; Brett
Basnight<[e-mail]>
Subject: RE: Mills River Townhomes Stormwater Features
Ok.
Questions:
1. Based on grading plan with amount of fill shown, what needs to be done to stabilize roadbeds? Building
foundations?
2. What is the bearing capacity along the banks of the two creek crossings (need for culvert footer design)
3. What is depth to groundwater in locations of stormtech chambers.

ECS Southeast, LLP
Subsurface Exploration and Geotechnical Evaluation
Mills River Townhomes
2211 Jeff ress Road
Mills River, Henderson County, North Carolina
Longbranch Development, LLC
ECS Project Number 31-4417
May 31, 2022
FOR PLANNING AND PRELIMINARY DESIGN — NOT FOR CONSTRUCTION
C

ECS SOUTHEAST, LLP "Setting the StondardforService'
—° Geotechnical • Construction Materials • Environmental • Facilities INC Registered Engineering Firm FINC-406
C-405
C Registered Geologists Firm
SC Registered Engineering Firm 3239
May 31, 2022
Longbranch Development, LLC
122 Magnolia Street
Spartanburg, South Carolina 29306
Attention: Mr. Angus Musser
Reference: Report of Subsurface Exploration and Geotechnical Evaluation
Mills River Townhomes
2211 Jeff ress Road
Mills River, Henderson County, North Carolina
ECS Project No. 31-4417
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and
geotechnical engineering analyses for the above -referenced project. Our services were performed
in general accordance with our Proposal Number 31-6834-R4-P, dated April 22, 2022. This report
presents the findings of our subsurface exploration and our evaluations, as well as
recommendations regarding geotechnical-related design and construction considerations for the
site.
It has been our pleasure to be of service to you. We would appreciate the opportunity to provide
continuing services during design and construction to help carry out some of the recommendations
contained herein. Please contact us should you have any questions about the information
contained in this report, or if we can be of further assistance to you.
Respectfully submitted,
ECS SOUTHEAST, LLP represented by:
FOR PLANNING AND PRELIMINARY DESIGN — NOT FOR CONSTRUCTION
Nicole Pearlman
Robert H. Barnes, P.E.
Geotechnical Professional
Geotechnical Principal Engineer
[e-mail]
[e-mail]
1900 Hendersonville Road, Suite 10, Asheville, INC 28803 • T: 828.665.2307 • F: 828.665.8128 • ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Southwest, LLP

Mills River Townhomes
ECS Project No. 31-4417
TABLE OF CONTENTS
May 31, 2022
Page
EXECUTIVE SUMMARY.............................................................................................................1
1.0 INTRODUCTION..................................................................................................................2
1.1 General...................................................................................................................................2
1.2 Scope of Services....................................................................................................................2
2.0 PROJECT INFORMATION.....................................................................................................3
2.1 Site Information.....................................................................................................................3
2.2 Past Site History/Uses............................................................................................................3
2.3 Proposed Construction...........................................................................................................3
3.0 SITE AND SUBSURFACE CONDITIONS...................................................................................4
3.1 Regional/Site Geology............................................................................................................4
3.2 Site Observations...................................................................................................................6
3.3 Subsurface Characterization..................................................................................................6
3.4 Groundwater Observations....................................................................................................7
3.5 laboratory test results............................................................................................................7
4.0 GEOTECHNICAL CONSIDERATIONS......................................................................................8
5.0 Design CONSIDERATIONS..................................................................................................10
5.1 Excavation and Groundwater Considerations......................................................................10
5.2 Engineered Fill......................................................................................................................10
5.3 Earth Slopes..........................................................................................................................11
5.4 Foundations..........................................................................................................................12
5.5 Floor Slabs............................................................................................................................13
5.6 Seismic Design Considerations.............................................................................................13
5.7 Pavements............................................................................................................................14
5.8 Culverts.................................................................................................................................15
5.9 Site Drainage........................................................................................................................15
5.10 General Construction Considerations................................................................................15
6.0 SITE CONSTRUCTION RECOMMENDATIONS.......................................................................17
6.1 Subgrade Preparation..........................................................................................................17
6.1.1 Stripping and Grubbing...............................................................................................17
6.1.2 Proofrolling.................................................................................................................17
6.1.3 Subgrade Benching and Stabilization.........................................................................17
6.1.4 Dewatering.................................................................................................................18
6.2 Earthwork Operations..........................................................................................................18
6.2.1 Below Grade Excavation.............................................................................................18
6.2.2 Structural Fill Materials...............................................................................................18
6.2.4 Compaction.................................................................................................................19
6.3 Foundation and Slab Observations......................................................................................20
6.4 Utility Installations...............................................................................................................21
6.5 General Construction Considerations..................................................................................21
7.0 CLOSING...........................................................................................................................23
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Mills River Townhomes
ECS Project No. 31-4417
APPENDICES
Appendix A — Diagrams
• Site Location Diagram
• Exploration Location Diagram
Appendix B — Field Explorations
• Boring Logs (B-01 through B-10)
• Hand Auger Logs (HA-01 through HA-08)
• WDCP Logs (1 through 8)
• Reference Notes for Boring Logs
• Field Exploration Procedures
Appendix C — Laboratory Testing
• Laboratory Test Results Summary
• Plastic and Liquid Limits Report
Appendix D — Miscellaneous
• Important Information about Your Geotechnical Report
May 31, 2022
Page ii
FOR PLANNING AND PRELIMINARY DESIGN - NOT FOR CONSTRUCTION

Mills River Townhomes
ECS Project No. 31-4417
EXECUTIVE SUMMARY
May 31, 2022
Page 1
This executive summary is solely provided to give a brief overview of the project findings. The
summary is abbreviated. Information gleaned from the Executive Summary should not be utilized
in lieu of reading the entire geotechnical report. Specific information regarding the subsurface
exploration procedures, the site, and subsurface conditions at the time of our exploration, and our
conclusions and recommendations concerning the geotechnical design and construction aspects of
the project are discussed in detail in the subsequent sections of this report.
• The primary geotechnical considerations identified include the presence of soft, wet, clayey,
and silty soils, as well as shallow groundwater across most of the site.
• The alluvial and residual soils at the site are generally suitable to support new engineered fill,
concrete slabs -on -grade, and conventional flexible or rigid pavement sections.
• The clayey and silty alluvial soils are moisture sensitive and can be difficult to dry and compact
when exposed to excessive moisture. Keeping the exposed surface (subgrade and finished
grade) sealed and protected from surface water infiltration will be critical to minimizing
degradation of the subgrade.
• Provided that the recommendations for site preparations and earthwork provided herein are
strictly followed, the planned residential buildings can be supported on conventional shallow
foundations bearing in approved alluvial and residual soils or newly placed engineered fill.
The proposed buildings can be supported by conventional shallow foundations using a
maximum allowable soil pressure of 2,000 psf.
• Groundwater could be encountered during construction excavations that extend deeper than
about 4 feet below existing grade. Dewatering should be planned for these excavations.
• Concrete slabs -on -grade supported by approved residual soils or properly prepared
engineered fills can be designed using a modulus of subgrade reaction of 100 psi/inch (pci).
• A Seismic Site Class "D" may be used for the site based on the average N-value method.
• Recommendations provided in this report are preliminary in nature. When project drawings
are finalized, they should be forwarded to ECS for review. At that time ECS can make the
appropriate revisions to the report and provide additional recommendations, as needed, for
final design and construction.
• Field observations, and quality assurance testing during earthwork and foundation
installation are an extension of, and integral to, the geotechnical design. We recommend that
ECS be retained to apply our expertise throughout the geotechnical phases of construction,
and to provide consultation and recommendation should issues arise.
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Mills River Townhomes May 31, 2022
ECS Project No. 31-4417 Page 2
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this study was to explore the general subsurface conditions at the site and to
evaluate those conditions regarding foundation and floor slab support, along with general site
development. The recommendations developed for this report are based on project information
supplied by Longbranch Development, LLC including the Utility Plan provided by Brooks Engineering
Associates, dated March 2, 2022. This report contains the results of our subsurface explorations
and laboratory testing programs, including site characterization, engineering analyses, and
recommendations for the design and construction of the proposed structure.
1.2 SCOPE OF SERVICES
Our scope of services for this design -level subsurface exploration and geotechnical evaluation
phase of the project included a subsurface exploration with soil test borings, hand auger borings,
WDCP testing, engineering analysis, and preparation of this report with our recommendations. This
report discusses our exploratory and testing procedures, presents our findings and evaluations, and
includes the following:
• Project description and site observations.
• Information on site conditions including geologic information, and special site features, as
merited.
• Description of the field exploration tests performed.
• Representation of the field data obtained, including boring logs, hand auger logs, WDCP
test results, test location diagram, and a laboratory summary.
• A discussion of geotechnical site conditions which could impact the proposed construction,
such as undocumented fill, alluvium, and groundwater.
• Earthwork construction recommendations including fill suitability options, compaction
criteria, temporary and permanent dewatering criteria, and subgrade stabilization
recommendations.
• Building foundation recommendations including feasible foundation types, allowable
bearing pressures, and estimated settlements.
• Floor slab design recommendations including subgrade reaction modulus.
• Pavement thickness design recommendations based on assumed traffic loading.
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ECS Project No. 31-4417 Page 3
2.0 PROJECT INFORMATION
2.1 SITE INFORMATION
The property is comprised of a 34.89-acre parcel designated as Henderson County PIN No.
9631-77-4964, a 0.69-acre parcel designated by Henderson County PIN No. 9631-79-4210, and a
north-western section of a 28.49-acre parcel designated by Henderson County PIN No.
9631-88-2468 in Mills River, North Carolina, as depicted on the Site Location Diagram in Appendix
A. The property is located at 2211 Jeff ress Road, south of Jeff ress Road. The property is bounded
by mostly residential properties on the western, northern, and eastern sides, and farmland/ Mills
River along the southern boundary.
Based on the CAD drawing and Utility Plan provided by Brooks Engineering Associates,
topographic contours show that grades across the subject site vary from approximately 2098 feet
at the northern property boundary to 2074 feet at the southeastern corner of the site.
2.2 PAST SITE HISTORY/USES
According to the Henderson County GIS and Google Earth historic aerial imagery, the northern section
of the property explored has historically been developed with a residential structure and the remainder
of the site has been historically undeveloped, at least back to 1994. Sections of the property appear to
have been historically used as farmland. Most of the site is within an alluvial lowland. The area of
proposed construction is currently partially developed with a residential structure and mostly open
farmland with two creek channels separating the northern residential area and the southern
farmland area. Based on Henderson County GIS, portions of the site are located within a 500-year
flood plain.
2.3 PROPOSED CONSTRUCTION
Our understanding of the proposed construction is based on review of the preliminary utility plans
supplied by the client, prepared by Books Engineering Associates, dated March 2, 2022. We
understand the proposed development includes 148 townhome units separated into 28 buildings
with associated driveways and parking. Four stormwater chamber areas are planned throughout
the site, along with two culverts, which are planned to cross below the main roadway along the
western edge of the site where two creeks presently exist. A clubhouse, pool, amenity area, dog
park, and sports field are planned for construction in the southeastern corner of the construction
area. Finished floor elevations (FFEs), building types, and building loads have not been provided to
ECS at the time of this report. However, we do understand based on our discussions with the client
and the preliminary grading plans, that mostly fills are planned to increase grade elevation
throughout the site.
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Mills River Townhomes May 31, 2022
ECS Project No. 31-4417 Page 4
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 REGIONAL/SITE GEOLOGY
The project site is within the eastern Blue Ridge Physiographic Province of Western North Carolina.
The eastern Blue Ridge consists of a variety of igneous and high-grade metamorphic rocks covered
by residual soils and sometimes alluvial soils. The residual soils in this area are the product of in -
place chemical weathering of rock. The typical residual soil profile consists of silty or clayey soils
near the surface where soil weathering is more advanced, underlain by sandy silts and silty sands
that generally become harder with depth to the top of parent bedrock.
According to a geologic map of North Carolina, the bedrock is comprised of Metagraywacke -
foliated to massive locally conglomeratic; interlayered and gradational with mica schist, muscovite-
biotite gneiss, and rare graphitic schist from the Ashe Metamorphic Suite and Tallulah Falls
formation of the late Proterozoic Era (Zatw).
In this geology, alluvial soils (sediments deposited in a riparian setting) are typically present within
floodplain areas along creeks, rivers, and other natural drainage areas. The subject site is situated
south of Cane Creek and east of the French Broad River, and alluvial materials were encountered
across the site. Alluvial soils are typically fine to coarse grained soils characterized as having
relatively low strength and high in -situ moisture content and are deposited in low-lying areas
associated with former or existing drainage features and flood plains. The thickness of the alluvial
deposits can be highly variable. Often the alluvial sediment deposits are underlain by an alluvial
cobble layer that was once the riverbeds of the French Broad River and/or Cane Creek.
The USDA Natural Resources Conservation Service Web Soil Survey, which provides soil information
to a shallow depth (generally less than 6 feet), indicates that the site soils are mapped as:
• Brodson gravelly loom (BaB) covers the northern portion of the property with residential
development. It is described as old alluvium and/or colluvium derived from igneous and
metamorphic rock located on stream terraces and fans with slopes between 2 and 7
percent. Depth to groundwater is reported to be more than 6.6 feet.
• Delanco loom (UnB) is found at the northeastern portion of the site and is called. It consists
of alluvium and/or colluvium derived from igneous and metamorphic rock located in
depressions on stream terraces with slopes between 0 to 2 percent grade. Depth to
groundwater is reported to be more than 6.6 feet.
• Toxaway silt loom (To) is found at the central portion of the site. It consists of loamy
alluvium located in depressions on flood plains. Depth to groundwater is reported to be
more than 6.6 feet.
• Rosman loom (Ro) is found at the southern portion of the site. It consists of fine sandy
loamy alluvium located on flood plains with slopes between 0 to 2 percent grade. Depth to
groundwater is reported to be 42 to 60 inches below the ground surface.
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Mills River Townhomes May 31, 2022
ECS Project No. 31-4417 Page 5
Figure 3.1 USDA Soil Survey Map
Alluvium: Water deposited soils, known as alluvium, are present throughout mountains basins and
flood plains in Western North Carolina. Alluvium is typically derived from the parent bedrock,
residuum, or colluvium and deposited in fast- or slow -moving water bodies. Alluvium in high flow
creeks typically consist of coarse sand and gravel while alluvium in low flow water bodies, such as
behind dammed creeks or within ponds, are typically comprised of finer material included silts and
clays. Alluvium is often wet or saturated and is usually contains a shallow groundwater table.
Residuum: The residual soils in this region are the product of the in -place chemical weathering of
the parent bedrock. The mineral composition of the parent rock and the environment in which
weathering occurs largely control the resulting soil's engineering characteristics. Residuum
normally retains the structure of the original parent bedrock, but it typically has a much lower
density and exhibits strengths and other engineering properties typical of soil, not bedrock. In a
mature weathering profile, the residuum is generally found to be finer grained at the surface where
more extensive weathering has occurred. The particle size of the soils generally becomes more
granular with increasing depth and gradually changes first to weathered and finally to unweathered
parent bedrock.
Weathered Rock: The boundary between soil and rock in this geology is not sharply defined. A
transitional zone termed "weathered rock" is normally found overlying the parent
bedrock. Partially weathered rock is defined for engineering purposes as residual material with
standard penetration test resistance exceeding 100 blows per foot but can still be penetrated with
a power auger. The transition between hard/dense residual soils and weathered rock can occur at
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Mills River Townhomes May 31, 2022
ECS Project No. 31-4417 Page 6
irregular depths due to variations in the degree of weathering. The variable weathering can also
cause rock fragments and boulders to remain within the residual soil matrix.
3.2 SITE OBSERVATIONS
ECS geotechnical professional, Nicole Pearlman, visited the site on April 27, 2022, to locate and mark
boring locations and to observe and document the existing site conditions. The site was mostly
cultivated and vacant at the time of the visit. except for the existing residential building with a separate
barn area on the northern portion of the site with associated driveways and parking areas there was
no other obvious signs of previous development noted.
Most of the site topography generally appeared to consist of natural slopes and relatively unmodified
grades. The natural slopes generally appeared stable in their current condition. Obvious signs of
previous geotechnical failures, active movement, or colluvial deposits, such as scarps in the terrain,
bulges in the ground surface, fallen vegetation, altered tree growth, or obvious irregularities in the
topography were not immediately evident at the time of this visit.
Standing water was present throughout the site, especially closer to the existing creeks on the central
portion of the site and some minor standing water was observed in the southern farmland area. No
water was flowing though the creeks at the time of our visit. Indications of overflow were not identified
at the time of our visit; however, the standing water on the site suggests that drainage might be a
concern, especially during seasons with heavy rainfall.
Other notable features, such as rock outcroppings, surficial boulders which could indicate colluvial
deposits, springs or seeps, obvious fills, stockpiled soils or debris, or other obvious geologic hazards
were not observed at the time of our visit
3.3 SUBSURFACE CHARACTERIZATION
The following sections provide generalized characterizations of the subsurface materials
encountered by the soil test borings. The subsurface exploration consisted of ten (10) mechanized
soil test borings and eight Wildcat Dynamic Cone Penetration (WDCP) tests at locations shown on
the Exploration Location Diagram in Appendix A. A generalized characterization of the strata
encountered in the borings is provided below. The observed subsurface conditions were generally
consistent with published mapping. Please refer to the Boring Logs in Appendix B for subsurface
information at specific locations. Laboratory test results can be reviewed in Appendix C. Detailed
field exploration procedures are included in Appendix B.
Alluvium Al (Borings B-02 through B-10):
SANDY LEAN CLAY (CL) contains slight mica, light to dark brown, moist, and soft to firm.
SANDY SILT (ML) contains slight mica, brown and black, moist, soft to very soft.
SILTY FINE TO COARSE SAND (SM) contains slight to significant cobbles and slight mica, light
to dark gray and brown, moist to saturated, very loose to dense.
RESIDUUM R1 (All Borings except B-01 and B-04):
• SANDY LEAN CLAY (CL) light to dark brown, reddish brown, moist, firm to hard.
• SILTY FINE TO MEDIUM SAND (SM) contains slight rock fragments and mica, dark gray, light
gray, white, orangish brown, brown, dark brown and black, moist to wet, very loose to very
dense.
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ECS Project No. 31-4417 Page 7
WEATHERED ROCK WR (B-02, B-03, and B-9):
• SILTY SAND/ SILTY FINE TO MEDIUM SAND/ SILTY MEDIUM TO COARSE SAND (SM) brown,
white and light gray, moist to wet.
Alluvium: The alluvial soils consisted of sandy lean clay (CL), silty fine to coarse sand (SM), and
sandy silt (ML). The alluvial soils within the upper 5 feet were generally soft transitioning dense
material as depth increased. The SPT blow counts in the upper silt, sand, and clay alluvial layers
generally ranged between 2 and 14 blows per foot. The moisture varied from moist to saturated.
The lower portion of the alluvium generally consisted of silty medium to coarse sand (SM) with
various amounts of cobbles. The SPT blow counts in the sand alluvial layers generally ranged
between 10 and 60/10" blows per foot. The deeper alluvium was wet or saturated.
Residuum: This residual layer lies beneath the alluvium in all the borings and beneath a layer of
weathered rock in B-01 and B-09. SPT values for the residual layers ranged from 4 to 59 blows per
foot, implying the residuum is very loose to very dense. The residuum was moist to saturated.
The soil stratification shown on the logs represents the interpreted soil conditions at the actual
boring locations. Variations in the stratification can occur between locations. The subsurface
conditions at other times and locations on the site may differ from those found at the boring
locations. If different site conditions are encountered during construction, ECS should be contacted
to review our recommendations relative to the new information.
3.4 GROUNDWATER OBSERVATIONS
Groundwater was encountered in all the soil test borings except B-03, B-08, B-09, and B-10. Water
levels measured in the soil test borings during our field investigation are noted on the Boring Logs
in Appendix B. Water was encountered during our exploration at depths ranging from 4% to 6 feet
below the ground surface. The data indicates that the groundwater is likely confined within the
upper stiff alluvium. The groundwater surface elevations generally varied from approximately 2094
feet to 2074 feet with a south flow direction.
Groundwater elevations should be expected to vary depending on seasonal fluctuations in
precipitation, surface water absorption characteristics, and other factors not readily apparent at
the time of our exploration and may be higher or lower than inferred from the test data. Normally,
highest groundwater levels occur in late winter and spring and the lowest levels occur in late
summer and fall.
3.5 LABORATORY TEST RESULTS
Throughout the two explorations, ECS performed six (6) natural moisture content tests, six (6)
particle size distribution analyses, and six (6) Atterberg limits tests on selected soil samples
obtained from the borings. These tests indicate that the site soils have Unified Classifications of CL,
ML, and SM. The laboratory testing was performed in general accordance with the applicable ASTM
standards. The results of the laboratory index properties testing are presented in the Laboratory
Testing Summaries in Appendix C.
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ECS Project No. 31-4417 Page 8
4.0 GEOTECHNICAL CONSIDERATIONS
The primary geotechnical considerations at this site are the presence of soft, wet, clayey, and silty
soils, as well as shallow groundwater across most of the site. The clayey and silty alluvial soils are
moisture sensitive and can be difficult to dry and compact when exposed to excessive moisture.
Much of these soils are already wet due to the shallow groundwater table and will require drying
to be re -used as fill or backfill. These soils also can be subject to deterioration and loss of strength
with exposure to moisture and repeated construction traffic.
Keeping the exposed ground surface (subgrade and finished grade) sealed and protected from
surface water infiltration will be critical to minimizing degradation of the subgrade. Exposed
subgrades should be sealed with a smooth drum roller and the site should be graded to provide
positive drainage away from areas of fill to minimize deterioration due to moisture. Areas of
standing water should not be allowed to develop on the exposed subgrade. Moisture -related
difficulties can be reduced by performing the earthwork activities during the hotter and drier
months of the year, which are typically late summer and fall.
The contractor should anticipate controlling groundwater using ditches, sumps, and gravel drains.
Some of these measures may be needed at the start of construction to provide stable subgrades
from which to start placing fill. Even with appropriate groundwater control measures, low -
consistency soils are prevalent throughout the site, and areas of the exposed ground surface in cut
areas, as well as in areas to receive fill, may be unstable and will need to be stabilized using
geosynthetics, crushed stone, or a combination of these.
Provided that the recommendations for site preparation and earthwork provided herein are strictly
followed, the planned residential buildings can be supported on conventional shallow foundations
bearing in engineer -approved alluvial and residual soils or newly placed engineered fill. Shallow
foundations may be proportioned for a net allowable bearing pressure of 2,000 psf.
The alluvial and residual soils at the site are generally suitable to support new engineered fill,
concrete slabs -on -grade, and conventional flexible or rigid pavement sections. However, as noted
above, the ability of the soil to properly support these elements will be dependent on their
exposure to moisture and how well they are protected during construction.
The owner/developer should discuss wet subgrade and wet fill soil considerations with the project
team and the contractor, and specific provisions should be made in the contract to account for the
necessary drying of the excavated materials and protecting exposed/finished subgrades to reduce
remedial earthwork. Specifically, the contractor should keep the exposed ground surface sealed
and protected from surface water infiltration with a smooth drum roller and should provide positive
drainage away from areas of fill placement to minimize deterioration of newly placed fill.
Areas of standing water should not be allowed to develop on the exposed subgrade. The contractor
should be prepared to remove accumulated surface water and softened soils from exposed
subgrades prior to resuming subgrade preparation, fill placement, or installation of the pavement
section. Also, the contractor should be prepared to dry the excavated site soils to within a workable
range of moisture content to achieve the required compaction. Moisture -related difficulties can be
reduced by performing the earthwork activities during the drier months of the year, which are
typically late summer and fall.
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Page 9
Additional recommendations regarding site and subgrade preparation, engineered fill, foundation
design and estimated settlements, and other geotechnical aspects of the proposed design and
construction are provided in detail in the sections below.
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ECS Project No. 31-4417 Page 10
5.0 DESIGN CONSIDERATIONS
5.1 EXCAVATION AND GROUNDWATER CONSIDERATIONS
The on -site alluvial and residual soils encountered within the test borings should generally be
excavatable with conventional earth moving equipment such as excavators, pans/scrapers, loaders,
bulldozers, rubber -tired backhoes, etc. We do not anticipate difficult excavations to be required
based on our understanding of the planned construction.
Areas of mass excavation, trenches and pits should meet the requirements of the most current
Occupational Safety and Health Administration (OSHA) 29 CFR Part 1926, "Occupational Safety and
Health Standards -Excavations". Based on the borings, the site soils appear to be OSHA Type C soils
for the purpose of excavation support. Regardless, site safety shall be the sole responsibility of the
contractor and his subcontractors.
The groundwater depths ranged from about 4% to 6 feet below the ground surface, with most
water level readings at approximately 5 feet below the ground surface. We anticipate that
dewatering to control groundwater will likely be required in some areas around the site.
Dewatering activities will likely consist of constructing ditches, sump pits, and/or gravel drains in
areas where water is determined to be within 2-3 feet of the ground surface or where standing
water occurs. Some of these measures may be needed at the start of construction to provide stable
subgrades from which to start placing fill.
5.2 ENGINEERED FILL
Following the removal of soft or otherwise unsuitable materials, and after achieving a competent
subgrade, the contractor can place and compact approved, controlled engineered fill to achieve the
desired site grades. We expect up to approximately 6 feet of new fill will be required to prepare
some of the building pads and pavement subgrades, and we assume off -site imported soils will be
used in the fill areas.
Imported fill materials should have a liquid limit less than 40, a plasticity index less than 20, and an
organic content less than 5%. We also recommend that fills within structural areas have a standard
Proctor (ASTM D 698) maximum dry density of at least 100 pounds per cubic foot (pcf). Most of the
onsite soils meet these requirements; however, there may be localized areas where the onsite soils
do not meet these requirements. Those onsite soils should not necessarily be considered
unsuitable, but there may be more restrictions about their placement (i.e., not within 2 feet of
pavement or slab subgrades). We also emphasize that the in -place soils have relatively high in -situ
moisture contents and will likely require drying prior to placement to achieve proper compaction.
The key to minimizing disturbance problems with the soils during construction is to have proper
control of the earthwork operations. Specifically, it should be the earthwork contractor's
responsibility to dry the site soils within a workable moisture content range to obtain the required
in -place density and maintain a stable subgrade. Scarifying and drying operations should be
included in the contractor's price and not be considered an extra to the contract. The sandy soils
will likely dry out quicker than the silt and clay soils. Additionally, most of the onsite cultivated soils
are not necessarily "poor -quality" unless the cultivated soils have excessive amounts of organics
and/or debris. However, they may be loose and may need to be densified in -place after stripping.
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Fill materials should not be placed on frozen soils, frost -heaved soils, and/or soils which have been
recently subjected to precipitation. Borrow fill materials should not contain wet or frozen materials
at the time of placement. Wet or frost -heaved soils should be removed prior to placement of
engineered fill, granular sub -base materials, and grade -supported construction.
Mass areas of engineered fill placed within building pads and pavement areas should be placed in
lifts not exceeding 8 inches in loose thickness, moisture conditioned as necessary, and compacted
to a minimum of 98% of their standard Proctor maximum dry density (ASTM D 698). Isolated areas
of engineered fill that require smaller compaction equipment, such as trench backfill, should be
placed in lifts not exceeding 6 inches and compacted as described above. The soil should be placed
and maintained within +/- 3% of the optimum moisture content during compaction.
Fill placed on sloping subgrades should be properly benched into the natural grades. Prior to fill
placement, the subgrade should be prepared with horizontal benches, and lifts of fill should be
placed in horizontal layers. New fill should not be placed on subgrades sloping steeper than about
5H:1V. In general, the lifts of fill should be keyed into the existing slope with vertical keys no more
than 2 feet in height. Reference AppendixJ of the North Carolina State Building Code for additional
requirements for fill placement on sloping subgrades.
Prior to the commencement of fill operations and/or utilization of off -site borrow materials, the
contractor should provide representative samples of the soil to ECS to determine the material's
suitability for use as an engineered fill and develop moisture -density relationships in accordance
with the recommendations provided above. Samples should be provided to ECS at least 5 days
prior to their use in the field to allow for the appropriate laboratory testing to be performed.
The actual extent of the built -over portions of the site should be well defined during fill placement.
Proper grade controls should also be maintained by the contractor throughout the filling
operations.
Filling operations should be observed on a full-time basis by an experienced soils engineering
technician to determine that the required degrees of compaction are being achieved. We
recommend at least one field density test be performed for every 10,000 square feet of mass fill
placed per lift. We recommend at least one test per lift of fill for every 100 linear feet of utility
trench backfill. The elevation and location of the tests should be accurately identified at the time
of fill placement. Areas which fail to achieve the required degree of compaction should be re -
compacted and re -tested until the required compaction is achieved. Failing test areas may require
moisture adjustments or other suitable remedial activities to achieve the required compaction.
If problems are encountered during the site grading operations, or if the actual site conditions differ
from those encountered during our subsurface exploration, the geotechnical engineer should be
notified immediately.
5.3 EARTH SLOPES
Based on our understanding of the proposed finished grades, we do not anticipate site grading will
require cut or fill slopes more than 5 feet in vertical height.
In general, final engineered cut and fill slopes should be inclined no steeper than 2H:1V (Horizontal:
Vertical) to maintain a suitable long-term factor of safety. However, pond slopes should be inclined
no steeper than 4H:1V for long-term stability. Fill slopes shall not be constructed using organic
strippings, topsoil or other deleterious materials, and should be over -built slightly steeper and cut
back to the required inclination to expose properly compacted soil at the slope face and to help
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enhance their long-term stability. Slopes should be properly vegetated to prevent erosion and
shallow surficial sloughing which could lead to other shallow instabilities.
In addition to proper vegetation, permanent turf reinforcement matting (TRM) or flexible growth
medium (FGM) should be applied to all slopes, cut or fill, exceeding a 2HAV inclination to reduce
erosion and shallow surficial sloughing. We recommend EnkaMat 7003, Tensar Vmax SC250 TRM,
Tensar HydraCX hydraulic mulch FGM, or approved equivalent be used for permanent surficial
stabilization on steep slopes. Slopes with inclinations of 2HAV or flatter should receive temporary
matting, such as Tensar EroNet S75 or approved equivalent. Slope matting should be applied per the
manufacture's specifications.
5.4 FOUNDATIONS
Provided the subgrade preparation and earthwork operations are completed in accordance with
the Site and Subgrade Preparation and Engineered Fill sections of this report, the proposed
residential buildings can be supported on conventional shallow foundations bearing on approved
alluvial and residual soils or on newly placed engineered fill.
Shallow foundations may be proportioned for a bearing capacity of 2,000 psf and should be
proportioned accordingly to the minimum widths outlined in the North Carolina Residential
Building Code Table R403.1. We recommend the bearing elevation for all foundations be a
minimum depth of 18 inches below the finished exterior grade for frost protection and protective
embedment.
Due to near -surface soft and wet alluvial and residual soils, foundations bearing at existing grades
and/or in cut areas may require local undercuts or other remedial foundation subgrade repairs.
Remedial activities may include shallow undercutting and replacement with suitable backfill,
stabilization with geosynthetics, or combination thereof. We do not anticipate that foundations
bearing in new engineered fill will require remedial foundation repairs, provided the new fill has
been properly placed and protected.
The settlement of a structure is a function of the compressibility of the bearing materials, bearing
pressure, actual structural loads, fill depths, and the bearing elevation of footings with respect to
the final ground surface elevation. Estimates of settlement for foundations bearing on engineered
fills are strongly dependent on the quality of fill placed. Factors which may affect the quality of fill
include maximum loose lift thickness of the fills placed and the amount of compactive effort placed
on each lift. Provided the recommendations outlined in this report are strictly adhered to, we
expect total settlements for the residential buildings to be less than 1 inch, while the differential
settlement will be less than % inch. This evaluation is based on our engineering experience and the
anticipated loadings for these types of structures and is intended to aid the structural engineer with
his design.
The foundation subgrades should be evaluated by ECS personnel to document that the bearing soils
are suitable for supporting the recommended bearing pressure within the estimated settlements
and are suitable for foundation construction. These evaluations should include visual observations,
hand rod probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods
deemed appropriate by the ECS Geotechnical Engineer at the time of construction. Evaluations
should be performed within each column footing excavation and at intervals not greater than 25
feet in continuous footing excavations. The importance of these evaluations cannot be
overemphasized due to the presence of low -consistency alluvium and residuum across the site.
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Exposure to the environment may weaken the soils at the foundation bearing level if the foundation
excavations remain exposed during periods of inclement weather. Therefore, foundation concrete
should be placed the same day that proper excavation is achieved and the design bearing pressure
documented. If the bearing soils are softened by surface water absorption or exposure to the
environment, the softened soils must be removed from the foundation excavation immediately
prior to placement of concrete. If the foundation excavation must remain open overnight, or if
rainfall is apparent while the bearing soils are exposed, we recommend that a 2 to 3-inch thick
"mud mat" of "lean" concrete be placed over the exposed bearing soils before the placement of
reinforcing steel.
5.5 FLOOR SLABS
For the design and construction of the slabs -on -grade for the proposed addition, a modulus of
subgrade reaction (k) value of 100 psi/inch is appropriate assuming the slabs are supported on
approved alluvium, residuum, or new placed engineered fill.
We recommend that the floor slabs be isolated from the building foundations so differential
settlement of the structure will not induce shear stresses on the floor slab. Also, to help minimize
the crack width of shrinkage cracks that may develop near the surface of the slab, we recommend
mesh reinforcement, at a minimum, be included in the design of the floor slabs. For maximum
effectiveness, temperature and shrinkage reinforcements in slabs -on -ground should be positioned
in the upper third of the slab thickness. The Wire Reinforcement Institute recommends the mesh
reinforcement be placed two inches below the slab surface or upper one-third of slab thickness,
whichever is closer to the surface. Adequate construction joints, contraction joints and isolation
joints should also be provided in the slab to reduce the impacts of cracking and shrinkage. Please
refer to ACI 302.1R15 Guide for Concrete Floor and Slab Construction for additional information
regarding concrete slab joint design.
We also recommend the slabs -on -grade be underlain by a minimum of 4 inches of granular material
having a maximum aggregate size of 1% inches and no more than 2 percent fines. Prior to placing
the granular material, the floor subgrade soil should be properly compacted, unyielding during a
final proofroll, and free of standing water, mud, and frozen soil. A properly designed and
constructed capillary break layer can often eliminate the need for a moisture retarder and can assist
in more uniform curing of concrete. If a vapor retarder is considered to provide additional moisture
protection, special attention should be given to the surface curing of the slabs to minimize uneven
drying of the slabs and associated cracking and/or slab curling. The use of a blotter or cushion layer
above the vapor retarder can also be considered for project specific reasons. Please refer to ACI
302.1R15 Guide for Concrete Floor and Slab Construction and ASTM E 1643 Standard Practice for
Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete
Slabs for additional guidance on this issue.
5.6 SEISMIC DESIGN CONSIDERATIONS
The North Carolina Building Code requires site classification for seismic design based on the upper
100 feet of a soil profile. Three methods are utilized in classifying sites, namely the shear wave
velocity (Vs) method, the Standard Penetration Resistance (N-value) method, and the undrained
shear strength (Su) method. Based on the results and the weighted average of the N-Value
according to Equation 20.4.3 of Chapter 20 of ASCE 7-10, we recommend the use of Seismic Site
Class'D' in accordance with ASCE 7-10 and the 2018 North Carolina Building Code.
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5.7 PAVEMENTS
The subgrades for all pavements should be prepared in accordance with the recommendations in
the "Site and Subgrade Preparation" and "Engineered Fill" sections of this report. In addition, we
recommend that the bottom of the base course be a minimum of 3 feet above the ground water
table in all cases. An important consideration with the design and construction of pavements is
surface and subsurface drainage. Where standing water develops, either on the pavement surface
or within the base course layer, softening of the subgrades and other problems related to the
deterioration of the pavement can be expected. Furthermore, good drainage should help reduce
the possibility of the subgrade materials becoming saturated during the normal service period of
the pavement.
We have not been provided with anticipated traffic counts or traffic loading as a basis for pavement
thickness design. The pavement sections in the chart below are standard minimums to be used as
a guide based on our experience with similar projects and subsurface conditions. Final pavement
sections should be designed based on actual anticipated traffic loading.
The minimum pavement sections below have been developed using AASHTO design guidelines
based on an assumed soaked CBR value of 3 (approved alluvium, residuum, or new engineered fill)
and an anticipated design life of 20 years. These minimum pavement sections would be considered
appropriate for traffic loadings of up to 20,000 ESALs for the "light duty" pavements and up to
100,000 ESALs for the "heavy duty" pavements.
The 20,000 ESALs is roughly equivalent to 1,500 passenger vehicles per day with only minimal
delivery trucks, garbage trucks, and school buses, and should be considered for areas subjected to
car traffic or parking only. The 100,000 ESALs is roughly equivalent to 5,000 passenger vehicles a
day, multiple school busses, multiple daily package delivery trucks, multiple garbage trucks, and
occasional tractor trailers, and should be considered for entrances, exits, collector roads, and other
areas with concentrated traffic. Please note that actual or anticipated traffic loadings that are
different than those assumed above may require thicker pavement sections.
Material Designation
Light Duty
Heavy Duty
Asphalt
Pavement
Portland Cement
Concrete (PCC)
Pavement
Asphalt
Pavement
Portland Cement
Concrete (PCC)
Pavement
Asphalt (S 9.513 and/or 1 19.013)
2.5 inches
-
3.5 Inches
-
Portland Cement Concrete
-
4.0 inches
-
6.0 inches
Aggregate Base Course
8 inches
4.0 inches
8 inches
4.0 inches
Note: ECS should be allowed to carefully review these recommendations and make appropriate revisions
based upon the formulation of the final traffic design criteria for the project.
The asphalt concrete surface course materials, asphalt concrete binder course materials, and
underlying aggregate base course materials should conform to the latest edition of the North
Carolina Department of Transportation Standard Specifications. Careful selection of the asphalt
binder and surface course mixes should be made based upon the anticipated traffic conditions for
the facilities.
Front -loading garbage dumpsters frequently impose concentrated front -wheel loads on pavements
during loading. This type of loading typically results in rutting and shoving of bituminous pavements
resulting in pavement failures and costly repairs. Therefore, even if asphalt pavements are
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considered, we recommend that the pavements in garbage pickup areas, as well as within truck
loading, ramp, and turnaround areas utilize the Portland Cement Concrete (PCC) pavement section.
If desired, concrete pavement may be considered in the light duty areas as well. Concrete surfaces
are typically cooler in temperature, reflect more light making surrounding areas brighter, and may
have a more cost-effective long-term maintenance program. Appropriate steel reinforcing and
jointing should also be incorporated into the design of all PCC pavement.
5.8 CULVERTS
Two culverts are planned to transverse below the planned roadway on the western edge of the
site. We understand that the culverts will be Contech structures with footings. Culvert footings will
bear at about +2068.25. Soft soils are anticipated at the foundation bearing elevation; therefore,
we recommend undercutting the areas to a depth of 2 feet below the planned culvert footing
elevation and then backfilling the overexcavation with washed No. 57 stone wrapped in geotextile
fabric. The proposed culvert foundations may be designed using a maximum allowable soil pressure
of 2,000 psf.
5.9 SITE DRAINAGE
Due to the moisture sensitivity of the near -surface site soils, final site drainage will be critical for
the planned construction and should be carefully evaluated. Positive drainage should be provided
around the perimeter of all building pads both during and after construction to minimize the
potential for moisture infiltration into the foundation and/or subgrade soils. We recommend that
landscaped areas adjacent to buildings and pavements be sloped away from the buildings and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. Similarly, roof
drains should drain a sufficient distance from the individual building perimeters or discharge
directly into below -grade storm water piping. The roadways, parking lots, sidewalks, and other
paved areas should also be sloped to divert surface water away from building pads.
5.10 GENERAL CONSTRUCTION CONSIDERATIONS
We recommend that thorough subgrade evaluations be performed by ECS during construction.
These evaluations should include proofrolling with an approved rubber -tired vehicle as well as
other evaluations as deemed appropriate by the ECS Geotechnical Engineer. Because of the
presence of near -surface wet alluvial soils, remedial efforts to improve the building pads and
pavement subgrade conditions is anticipated during construction.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork phase
of this project. We recommend that surface drainage be diverted away from the proposed building
pads and pavements areas without significantly interrupting its flow. Other practices would involve
sealing the exposed soils daily with a smooth -drum roller at the end of each day's work to reduce
the potential for infiltration of surface water into the exposed soils. It may be necessary to cover
the exposed subgrade in critical areas with a sacrificial layer of well -graded aggregate (ABC stone
or crusher -run) to limit the detrimental effect of surface water and construction traffic on the silty
soils.
We also recommend that tracked equipment, as opposed to rubber -tired equipment, be used as
much as possible to help reduce the potential for degradation to the subgrade soils during mass
earthwork and grading operations. In addition, construction equipment cannot be permitted to
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randomly run across the site, especially once the desired final grades have been established.
Construction equipment should be limited to designated lanes and areas, especially during wet
periods to minimize disturbance of the site subgrades.
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6.0 SITE CONSTRUCTION RECOMMENDATIONS
6.1 SUBGRADE PREPARATION
6.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping all vegetation, rootmat, asphalt, subsurface
utilities, topsoil, existing fill, and any other soft or unsuitable materials 10-foot from buildings and
5-foot from pavement limits and to 5 feet beyond the toe of structural fills. Borings performed did
not contain topsoil. Deeper topsoil or organic laden soils may be present in wet, low-lying, poorly
drained areas and intermediate of the actual boring locations. In the wooded areas, the root balls
may extend as deep as about 2 feet and will require additional localized stripping depth to
completely remove the organics. ECS should be called on to verify that topsoil and unsuitable
surficial materials have been completely removed prior to the placement of Structural Fill or
construction of structures.
6.1.2 Proofrolling
After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of any structural fill or other construction materials, the exposed subgrade should be
examined by the Geotechnical Engineer or authorized representative. The exposed subgrade
should be thoroughly proofrolled with previously approved construction equipment having a
minimum axle load of 10 tons (e.g., fully loaded tandem -axle highway dump truck). The areas
subject to proofrolling should be traversed by the equipment in two perpendicular (orthogonal)
directions with overlapping passes of the vehicle under the observation of the Geotechnical
Engineer or authorized representative. This procedure is intended to assist in identifying any
localized yielding materials.
If unstable or "pumping" subgrade is identified by the proofrolling, those areas should be repaired
prior to the placement of any subsequent structural fill or other construction materials. Methods
of repair of unstable subgrade, such as undercutting or moisture conditioning or chemical
stabilization, should be discussed with the Geotechnical Engineer to determine the appropriate
procedure regarding the existing conditions causing the instability. Test pits may be excavated to
explore the shallow subsurface materials around the instability to help in determined the cause of
the observed unstable materials and to assist in the evaluation of the appropriate remedial action
to stabilize the subgrade.
6.1.3 Subgrade Benching and Stabilization
Subgrade Benching: Structural fill should not be placed on ground with a slope steeper than 5H:1V,
unless the fill is confined by an opposing slope. Otherwise, where steeper slopes exist, the ground
should be benched to allow for fill placement on a horizontal surface. The horizontal benches
should be as wide as the compaction equipment being used to densify the new fill.
Subgrade Stabilization: Is some areas, particularly low-lying, wet areas of the site, undercutting of
excessively soft materials may be considered inefficient. In such areas the use of a reinforcing
geotextile or geogrid might be employed, under the advisement of ECS. Suitable stabilization
materials may include medium duty woven geotextile fabrics or geogrids. The suitability and
employment of reinforcing or stabilization products should be determined in the field by ECS
personnel, in accordance with project specifications.
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6.1.4 Dewatering
Based on the results of the borings, we anticipate that groundwater will significantly influence
general site construction. Given the presence of surface water features on this site and shallow
groundwater associated with these features, some groundwater control measures should be
anticipated for any utility, retaining wall, culvert, or other such construction within low lying,
floodplain areas.
If groundwater or perched water is encountered during construction it probably can be controlled
with ditches, sumps, and pumps. If water is encountered that cannot be controlled by such
procedures, ECS should be further consulted. Excavation through saturated materials usually
requires sheeting and shoring, slope flattening, or benching to control sloughing and sidewall
instability.
If water collects in foundation excavations, it will be necessary to remove the water from the
excavation, remove the saturated soils, and re -test the adequacy of the bearing surface to support
the design bearing pressure prior to concrete placement.
Establishing a system of drainage ditches to carry surface and shallow groundwater away from
building sites and roadways may also reduce grading costs.
Construction Dewatering Outside of Floodplain Areas: Based on the borings, our experience with
groundwater fluctuations on similar sites, and anticipated design grades, most of the temporary
excavations are unlikely to encounter groundwater. However, the contractor should be prepared
to remove any precipitation or groundwater that may seep into temporary construction
excavations using open pumping. Open pumping utilizes submersible sump pumps in pits or
trenches dug below the bottom of the excavation and backfilled with No. 57 stone.
Construction Dewatering in Floodplain Areas: Temporary excavations within floodplain areas are
likely to encounter surface water and/or groundwater. Potential groundwater control methods for
the temporary construction excavations for this project include open pumping, as described above.
Pumping can be performed on an intermittent basis to remove water from the construction
excavations but should be continuous (24 hours a day) to maintain excavation bottom stability.
6.2 EARTHWORK OPERATIONS
6.2.1 Below Grade Excavation
We anticipate most of the near -surface subgrade soils at the site can be excavated with backhoes,
front-end loaders, scrapers, or other similar equipment using conventional means and methods.
Based on the available boring data, difficult excavation into weathered rock or rock during
foundation and utility excavation is not anticipated.
6.2.2 Structural Fill Materials
Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50
pounds) of on -site and off -site borrow should be submitted to ECS for laboratory testing, which will
include Atterberg limits, natural moisture content, grain -size distribution, and moisture -density
relationships. Import materials should be tested prior to being hauled to the site to determine if
they meet project specifications and requirements of this report.
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Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist
of inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GP, GM and GC, or a combination of
these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris,
and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded
materials, such as Gravels (GW and GP), which contain void space in their mass should not be used
in structural fills unless properly encapsulated with filter fabric. Suitable structural fill material
should have the index properties shown in the table below.
Structural Fill Index Properties
Building Areas I 40 max. I 20 max.
Pavement Areas 40 max. 20 max.
Unsatisfactory Materials: Unsatisfactory fill materials include materials which do not satisfy the
requirements for suitable materials, as well as topsoil and organic materials (OH, OL), elastic Silt
(MH) (with a PI greater than 20), and high plasticity Clay (CH). The Owner/developer can consider
allowing soils with a maximum Liquid Limit of 65 and Plasticity Index of 30 to be used as Structural
Fill at depths greater than 4 feet below pavement subgrades outside the expanded building limits
and within non-structural areas.
6.2.4 Compaction
Structural Fill Compaction: Structural Fill within the building, pavement, and embankment limits
should be placed in maximum 8-inch loose lifts, moisture conditioned as necessary to within +3
of the soil's optimum moisture content and be compacted with suitable equipment to a dry density
of at least 95% of the Standard Proctor maximum dry density (ASTM D698). Fill within the upper 24
inches of finished soil subgrade elevation beneath slab -on -grade and pavements should be
compacted to at least 98% of its standard Proctor maximum dry density. ECS should be called on
to document that proper fill compaction has been achieved.
Fill Compaction Control: The limits of the proposed construction areas should be well defined,
including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time of fill
placement. Grade controls should be maintained throughout the filling operations. All filling
operations should be observed on a full-time basis by a qualified representative of the construction
testing laboratory to determine that the minimum compaction requirements are being achieved.
Compaction Equipment: Compaction equipment suitable to the soil type being compacted should
be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should be
suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used for
compaction of coarse -grained soils (Sands) as well as for sealing compacted surfaces.
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost -heaved
soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at
the time of placement, and all frozen or frost -heaved soils should be removed prior to placement
of Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be
scarified, aerated, and moisture conditioned.
At the end of each workday, all fill areas should be graded to facilitate drainage of any precipitation
and the surface should be sealed by use of a smooth -drum roller to limit infiltration of surface
water. During placement and compaction of new fill at the beginning of each workday, the Contractor
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may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will
not be formed between the new fill and the existing subgrade soils. For mass grading operations we
recommend a minimum of one density test per 2,500 SF per lift of fill placed or per 1 foot of fill
thickness, whichever results in more tests.
Drying and compaction of wet soils is typically difficult during the cold, winter months. Accordingly,
earthwork should be performed during the warmer, drier times of the year, if practical. Proper
drainage should be maintained during the earthwork phases of construction to prevent ponding of
water which tends to degrade subgrade soils. Alternatively, if these soils cannot be stabilized by
conventional methods as previously discussed, additional modifications to the subgrade soils such
as lime or cement stabilization may be utilized to adjust the moisture content.
If lime or cement are utilized to control moisture contents and/or for stabilization, Quick Lime,
Calciment® or regular Type 1 cement can be used. The construction testing laboratory should
evaluate proposed lime or cement soil modification procedures, such as quantity of additive and
mixing and curing procedures before implementation. The contractor should be required to
minimize dusting or implement dust control measures, as required.
Where fill materials will be placed to widen existing embankment fills, or placed against sloping
ground, the soil subgrade should be scarified, and the new fill benched or keyed into the existing
material. Fill material should be placed in horizontal lifts. In confined areas such as utility trenches,
portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to achieve
specified degrees of compaction.
We recommend that the grading contractor have equipment on site during earthwork for both
drying and wetting fill soils. We do not anticipate significant problems in controlling moisture
within the fill during dry weather, but moisture control may be difficult during winter months or
extended periods of rain. The control of moisture content of higher plasticity soils is difficult when
these soils become wet. Further, such soils are easily degraded by construction traffic when the
moisture content is elevated.
6.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the
footing bearing level if the foundation excavations remain open for too long a time. Therefore,
foundation concrete should be placed the same day that excavations are made. If the bearing soils
are softened by surface water intrusion or exposure, the softened soils must be removed from the
foundation excavation bottom immediately prior to placement of concrete. If the excavation must
remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed, a 2 to
3-inch thick "mud mat" of "lean" concrete should be placed on the bearing soils before the
placement of reinforcing steel.
Footing Subgrade Observations: Most of the soils at the foundation bearing elevation are
anticipated to be suitable for support of the proposed structure. It will be important to have the
geotechnical engineer of record observe the foundation subgrade prior to placing foundation
concrete, to confirm the bearing soils are what was anticipated. If soft or unsuitable soils are
observed at the footing bearing elevations, the unsuitable soils should be undercut and removed.
Any undercut should be backfilled with lean concrete (f'c >_ 1,000 psi at 28 days) up to the original
design bottom of footing elevation; the original footing shall be constructed on top of the hardened
lean concrete.
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Slab Subgrade Verification: A representative of ECS should be called on to observe exposed
subgrades within the expanded building limits prior to Structural Fill Placement to assure that
adequate subgrade preparation has been achieved. A proofroll using a drum roller or loaded dump
truck should be performed in their presence at that time. Once subgrades have been prepared to
the satisfaction of ECS, subgrades should be properly compacted, and new structural fill can be
placed. Existing subgrades to a depth of at least 10 inches and all structural fills should be moisture
conditioned to within +/- 3 percentage points of optimum moisture content then be compacted to
the required density. If there will be a significant time lag between the site grading work and final
grading of concrete slab areas prior to the placement of the subbase stone and concrete, a
representative of ECS should be called on to verify the condition of the prepared subgrade. Prior
to final slab construction, the subgrade may require scarification, moisture conditioning, and re -
compaction to restore stable conditions.
6.4 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable
for support of utility pipes. The pipe subgrade should be observed and probed for stability by ECS
to evaluate the suitability of the materials encountered. Any loose or unsuitable materials
encountered at the utility pipe subgrade elevation should be removed and replaced with suitable
compacted Structural Fill or pipe bedding material.
Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less than
that specified by the project drawings and specifications. Fill placed for support of the utilities, as
well as backfill over the utilities, should satisfy the requirements for Structural Fill given in this
report. Compacted backfill should be free of topsoil, roots, ice, or any other material designated
by ECS as unsuitable. The backfill should be moisture conditioned, placed, and compacted in
accordance with the recommendations of this report. We recommend at least one test per 1 foot
thickness of fill for every 100 linear ft of utility trench backfill.
Excavation Safety: All excavations and slopes should be made and maintained in accordance with
OSHA excavation safety standards. The Contractor is solely responsible for designing and
constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides
of the excavations and slopes as required to maintain stability of both the excavation sides and
bottom. The Contractor's responsible person, as defined in 29 CFR Part 1926, should evaluate the
soil exposed in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations. ECS is providing this
information solely as a service to our client. ECS is not assuming responsibility for construction site
safety or the Contractor's activities; such responsibility is not being implied and should not be
inferred.
6.5 GENERAL CONSTRUCTION CONSIDERATIONS
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional
costs should be anticipated. At these times, reduction of soil moisture may need to be accomplished
by a combination of mechanical manipulation and the use of chemical additives, such as lime or
cement, to lower moisture contents to levels proper for compaction. Alternatively, during the drier
times of the year, such as the summer months, moisture may need to be added to the soil to
provide adequate moisture for proper compaction according to the project requirements.
FOR PLANNING AND PRELIMINARY DESIGN - NOT FOR CONSTRUCTION

Mills River Townhomes May 31, 2022
ECS Project No. 31-4417 Page 22
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from
rubber -tired heavy construction equipment, and to control and remove surface water from
development areas, including structural and pavement areas. It would be advisable to designate a
haul road and construction staging area to limit the areas of disturbance and to prevent
construction traffic from excessively degrading sensitive subgrade soils. Haul roads and
construction staging areas could be covered with a sacrificial layer of crushed aggregate to protect
those subgrades.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water
should be directed away from the construction area, and the work area should be sloped away from
the construction area at a gradient of 1 percent or greater to reduce the potential of ponding water
and the subsequent saturation of the surface soils. At the end of each work day, the subgrade soils
should be sealed by rolling the surface with a smooth drum roller to minimize infiltration of surface
water.
Excavation Safety: Cuts or excavations associated with utility excavations may require forming or
bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope
failures. Contractors should be familiarwith applicable OSHA requirements to ensure that adequate
protection of the excavations and trench walls is provided.
Semi -Permanent Erosion Control: Permanent turf reinforcement matting (TRM) or flexible growth
medium (FGM) should be applied to all slopes, cut or fill, exceeding a 2H:1V inclination to reduce
erosion and shallow surficial sloughing. We recommend EnkaMat J, Tensar Vmax SC250 TRM, Tensar
HydraCX hydraulic mulch FGM, or engineer -approved alternative be used for permanent surficial
stabilization on steep slopes. Slopes with inclinations of 2H:1V or flatter should receive temporary
matting, such as Tensar EroNet S75 or engineer -approved alternative. Slope matting should be applied
per the manufacturer's specifications, including proper anchor trenches, staple patterns, and overlaps.
Temporary Erosion Control: Most of the site soils are considered erodible. Therefore, the
Contractor should provide and maintain good site drainage during earthwork operations to
maintain the integrity of the surface soils. All erosion and sedimentation controls should be in
accordance with sound engineering practices and local requirements.
FOR PLANNING AND PRELIMINARY DESIGN - NOT FOR CONSTRUCTION

Mills River Townhomes May 31, 2022
ECS Project No. 31-4417 Page 23
7.0 CLOSING
ECS has prepared this report to guide geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of
professionals in the industry performing similar services on projects of like size and complexity at
this time in the region. No third party outside of the client's design and construction team may rely
upon this report without prior written approval from ECS.
The general subsurface conditions utilized in our evaluations are based on interpolation of
subsurface conditions between the borings. In evaluating the subsurface data, we have considered
our previous experience with soil conditions like those at your site and correlations between
penetration resistance values and engineering properties for similar materials. The discovery of any
site or subsurface conditions during construction which deviate from those described herein should
be reported to ECS for our evaluation.
The description of the proposed project is based on information provided to ECS by Longbranch
Development, LLC. If any of this information is inaccurate, either due to our interpretation of the
documents provided or site or design changes that may occur later, ECS should be contacted so we
can review our recommendations and provide additional or alternate recommendations that reflect
the proposed construction.
We recommend that ECS review the project's plans and specifications pertaining to our work so
that we may ascertain consistency of those plans/specifications with the intent of the geotechnical
report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of, and integral to, the geotechnical design recommendations. We
recommend that the owner/developer retain ECS to provide these quality assurance services and
allow us to continue our involvement throughout these critical phases of construction and provide
general consultation as issues arise. We would be pleased to provide an estimated cost for these
services at the appropriate time. Please contact Seth Stapf by email ([e-mail]) or at
our office number (828-665-2307). ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.
The assessment of site environmental conditions for the presence of pollutants in the soil, rock,
and groundwater of the site was beyond the scope of this geotechnical exploration.
FOR PLANNING AND PRELIMINARY DESIGN - NOT FOR CONSTRUCTION

APPENDIX A— Diagrams
Figure 1 - Site Location Diagram
Figure 2 - Exploration Location Diagram
FOR PLANNING AND PRELIMINARY DESIGN — NOT FOR CONSTRUCTION

Service Layer Credits: Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase,
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ENG
WEER
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AS NOTED
PROJECT NO.
31:4417
2211 JEFFRESS ROAD, MILLS RIVER, NC SHEET
1
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APPENDIX B — Field Explorations
Boring Logs (B-01 through B-10)
Hand Auger Logs (HA-01 through HA-08)
WDCP Logs (1 through 8)
Reference Notes for Boring Logs
Field Exploration Procedures
FOR PLANNING AND PRELIMINARY DESIGN — NOT FOR CONSTRUCTION

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-01
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2094.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[2.00"]
3-2-4
(CL) Residuum, SANDY LEAN CLAY, dark
S-1
SS
18
16
brown, moist, firm
(6)
(CL) Residuum, SANDY LEAN CLAY, light
S-2
SS
18
17
brown and reddish brown, moist, hard
$ 1(37)
5
2089
Q
6-50/6"
S-3
SS
12
12
(WR) PARTIALLY WEATHERED ROCK
(So/6")
sots
SAMPLED AS SILTY SAND, brown, moist
(SM) Residuum, SILTY FINE TO MEDIUM
S-4
SS
18
8
SAND, contains slight rock fragments,
7-14-16
(30)
o
10
dark gray and brown, moist
2084
AUGER REFUSAL AT 10 FT
15
2079
20
2074
25
2069
30
2064
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 8.00
1 WL (Completion) DRY
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) 6.00
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-02
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2075.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[12.00"]
2-1-2
(SM) Alluvium, SILTY FINE SAND, dark
S-1
SS
18
15
(3)
3
gray, moist to wet, very loose
4
4-2-2
(4)
S-2
SS
18
11
5
=
2070
(SM) Residuum, SILTY FINE TO MEDIUM
S-3
SS
18
16
SAND, contains slight mica and rock
13-22-36
(58)
58
fragments, white and dark gray, wet,
very dense
S-4
SS
18
15
19-24-35
(59)
ss
10
2065
1s-so/4"
50i4"
S-5
SS
10
8
(WR) PARTIALLY WEATHERED ROCK
(50/4")
15
SAMPLED AS SILTY FINE TO MEDIUM
2060
SAND, white and light gray, wet
END OF BORING AT 14.6 FT
20
2055
25
2050
30
2045
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 5.00
1 WL (Completion) 5.00
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) 4.50
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-03
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2076.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[12.00"]
1-1-2
(ML) Alluvium, SANDY SILT, contains
S-1
SS
18
18
(3)
s
slight mica, brown and black, moist, soft
to very soft
S 2
SS
18
5
4-1-1
31 3 `
(z)
z 3'9Y 1634r)
5
2071
(SM) Alluvium, SILTY MEDIUM TO
S-3
SS
18
16
COARSE SAND, contains significant
1-10-13
(23)
cobbles, dark brown and brown,
saturated
S-4
SS
16
6
9-10-50/4"
(60/10")
sono
10
2066
(WR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY MEDIUM TO COARSE
S-5
SS
12
9
SAND, light gray and white, wet
28-50/6
sole„
(50/6")
END OF BORING AT 14.6 FT
15
2061
20
2056
25
2051
30
2046
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 4.00
1 WL (Completion) DRY
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) DRY
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-04
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2076.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[12.00"]
3-2-3
(CL) Alluvium, SANDY LEAN CLAY, brown,
S-1
SS
18
17
(5)
5
moist, firm
(ML) Alluvium, SANDY SILT, contains
S-2
SS
18
9
slight mica, black, moist, very soft
4-1-1
(2)
2 A [51.8%]
5
2071
(SM) Alluvium, SILTY SAND, contains
sz
S-3
SS
18
8
significant cobbles, light gray and tan,
(14)
(14)
is
saturated, medium dense to dense
14-17-25
(42)
42
S-4
SS
18
12
10
2066
AUGER REFUSAL AT 10 FT
15
2061
20
2056
25
2051
30
2046
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 5.00
1 WL (Completion) DRY
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) 6.00
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-05
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2074.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[12.00"]
2-2-3
(SM) Alluvium, SILTY MEDIUM TO
S 1
SS
18
18
(5)
5
COARSE SAND, contains rock cobbles and
::
slight mica, light brown and gray, moist
to wet, loose to medium dense
1-3-4
S-2
SS
18
10
(7)
5
4
2069
2-7-13
(zo)
o
S-3
SS
18
6
13-17-11
(28)
28
S-4
SS
18
12
10
2064
(SM) Residuum, SILTY FINE TO MEDIUM
SAND, contains slight mica, dark gray,
S-5
SS
18
12
wet, medium dense
4-4-7
15
2059
END OF BORING AT 16 FT
20
2054
25
2049
30
2044
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 5.00
1 WL (Completion) 5.00
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) 5.00
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-06
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2075.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[12.00"]
2-2-2
(SM) Alluvium, SILTY FINE SAND, brown,
S-1
SS
18
15
(4)
a
moist, very loose
(ML) Alluvium, SANDY SILT, dark brown
S-2
SS
18
2
and black, moist, very soft
4-1-1
(2)
2
5
2070
(SM) Alluvium, SILTY MEDIUM TO
S-3
SS
18
12
COARSE SAND, contains slight mica, dark
a 3'
(10)
D
gray, saturated, loose to medium dense
4-5-9
(14)
a
S-4
SS
18
10
10
2065
(SM) Residuum, SILTY SAND, contains
slight mica, dark gray, moist, medium
S-5
SS
18
6
dense
ii 14-Zs
(29)
P9 [46.5%]
15
2060
END OF BORING AT 16 FT
20
2055
25
2050
30
2045
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 5.50
1 WL (Completion) 5.50
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) 5.50
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-07
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2076.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[12.00"]
1-1-2
(CL) Alluvium, SANDY LEAN CLAY,
S-1
SS
18
18
(3)
s
contains slight mica, dark brown, moist,
soft
3-2-2
(ML) Alluvium, SANDY SILT, contains
S 2
SS
18
5
slight mica dark brown dark brown,
(4)
4�9 [69.4%]
54
2071
saturated, loose
2-1-5
(SM) Residuum, SILTY FINE SAND,
S 3
SS
18
13
contains slight mica, dark gray, wet,
(6)
6
medium dense and very dense
6-13-16
(29)
s
S-4
SS
18
13
10
2066
9-15-37
(sz)
sz
S-5
SS
18
14
15
2061
END OF BORING AT 16 FT
20
2056
25
2051
30
2046
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 7.00
1 WL (Completion) 4.50
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) 5.00
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-08
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2076.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[2.00"]
z-z-z
(CL) Alluvium, SANDY LEAN CLAY, dark
S-1
SS
18
18
gray, moist, soft
(4)
21 3
4 6 I52.4rj
(SM) Residuum, SILTY FINE TO MEDIUM
S-2
SS
18
12
SAND, contains slight mica, orangish
2-3-4
(7)
5
brown and light gray, moist, loose to very
2071
loose
S-3
SS
18
12
3-1-2
(3)
s
(SM) Residuum, SILTY FINE TO MEDIUM
S-4
SS
18
16
SAND, contains slight mica, light brown
5-9-9
(18)
18
10
and gray, moist, medium dense to dense
2066
7-13-21
(34)
q
S-5
SS
18
16
15
2061
END OF BORING AT 16 FT
20
2056
25
2051
30
2046
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 8.00
1 WL (Completion) DRY
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) DRY
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-09
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2083.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[2.00"]
2-2-4
(CL) Alluvium, SANDY LEAN CLAY, dark
S-1
SS
18
15
brown, moist, firm
(6)
6
(CL) Residuum, SANDY LEAN CLAY, light
S-2
SS
18
14
brown, moist, firm
3-4-4
5
2078
(ML) Residuum, SANDY SILT, light gray,
S-3
SS
18
10
moist wet, soft
3-2-2
(4)
20-50/5"
sois"
S-4
SS
11
11
(WR) PARTIALLY WEATHERED ROCK
(50/5")
10
SAMPLED AS SILTY FINE TO MEDIUM
2073
SAND, white and light gray, moist
(SM) Residuum, SILTY FINE TO MEDIUM
SAND, contains slight mica, dark brown
S 5
SS
18
16
and black, moist, very dense
8-14-38
(s2)
ez
15
2068
END OF BORING AT 16 FT
20
2063
25
2058
30
2053
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 9.50
1 WL (Completion) DRY
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) DRY
GEOTECHNICAL BOREHOLE LOG

CLIENT:
Longbranch Development, LLC
PROJECT NO.:
31:4417
BORING NO.:
B-10
SHEET:
1 of 1
PROJECT NAME:
DRILLER/CONTRACTOR:
Mills River Townhomes
Jordan Environmental
SITE LOCATION:
2211 Jeffress Road, Mills River, North Carolina 28759
LOSS oFCIRCULATION
iaaz
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
2090.00
--
Plastic Limit Water Content Liquid Limit
Co
w
z
z
x o
}
w
J
Z
\
® STANDARD PENETRATION BLOWS/FT
=
F
z
a
w
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION&RECOVERY
w
J
a
J
a
V
Q
j
RQD
Q
v7
Q
Zi
w
Co
_ REC
O CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Topsoil Thickness[2.00"]
5_7_7
(SM) Alluvium, SILTY SAND, contains
S 1
SS
18
9
slight cobbles, reddish brown, moist, stiff
(14)
28 4
1414*5 — �830 0)
(SM) Residuum, SILTY FINE TO MEDIUM
S-2
SS
18
7
SAND, contains slight mica and rock
4-6-6
(12)
12:
5
fragments, reddish brown and dark
2085
brown, moist, medium dense to dense
S-3
SS
18
18
s-7-7
(14)
14
12-14-13
(27)
7
S-4
SS
18
17
10
2080
6-16-18
(34)
a
S-5
SS
18
17
15
2075
END OF BORING AT 16 FT
20
2070
25
2065
30
2060
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered)
BORING STARTED: Apr 272022
CAVE IN DEPTH: 5.00
1 WL (Completion) DRY
BORING Apr 272022
COMPLETED:
HAMMER TYPE: Auto
7 WL (Seasonal High Water)
EQUIPMENT: LOGGED
Diedrich D-50 NP1
BY:
DRILLING METHOD: ASTM D1586 (HSA)
SZ WL (Stabilized) DRY
GEOTECHNICAL BOREHOLE LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-01
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
z
DESCRIPTION OF MATERIAL
o
o
w
00 o
w o
w
u
w
a
o
�
Topsoil Thickness[6.00"]
(CL) Alluvium, SANDY LEAN CLAY, contains roots, brown and dark gray,
moist
S-1
(SC) Alluvium, CLAYEY SAND, contains mica, dark gray, wet to
E
saturated
S-2
5
069
M
EOHA AT 7.5 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 3.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-02
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
DESCRIPTION OF MATERIAL
o
o
w
00 o
z
w o
w
u
w
a
o
�
Topsoil Thickness[5.00"]
(CL) SANDY LEAN CLAY, contains slight roots, dark gray, moist
E
S-1
(SM) Alluvium, SILTY SAND, contains slight mica and rock fragments,
tan and gray, wet to saturated
S-2
S-3
5
069
(SC) Alluvium, CLAYEY SAND, trace organics, contains significant rock
fragments, tannish gray, saturated
M
D
EOHA AT 7 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 4.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-03
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
z
DESCRIPTION OF MATERIAL
o
o
w
00 o
w o
w
u
w
a
o
�
Topsoil Thickness[6.00"]
(SM) Alluvium, SILTY SAND, contains slight roots and mica, tannish
gray to dark gray, moist to saturated
E
D
5
069
S-1
M
D
EOHA AT 9 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 4.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-04
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
z
DESCRIPTION OF MATERIAL
o
o
w
00 o
w o
w
u
w
a
o
�
Topsoil Thickness[6.00"]
(SM) Alluvium, SILTY SAND, contains slight roots and mica, tannish
gray to dark gray, moist to saturated
E
5
069
M
ID
EOHA AT 9 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 4.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-05
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
u
O
w
DESCRIPTION OF MATERIAL
o
u
x
w
o
w
co
w
a
00 o
w
z
w o
o
�
Topsoil Thickness[4.00"]
(CL) Alluvium, LEAN CLAY, contains mica, black, moist to saturated
E
S-1
5
069
D
S-2
(SM) Alluvium, SILTY SAND, contains significant mica and rock
fragments, brown and dark gray, saturated
::
VD
S-3
EOHA AT 7.5 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 4.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-06
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
z
DESCRIPTION OF MATERIAL
o
o
w
00 o
w o
w
u
x
w
a
o
�
Topsoil Thickness[4.00"]
(CL) Alluvium, SANDY LEAN CLAY, contains mica and contains slight
roots, black, moist
S-1
E
(SC) Alluvium, CLAYEY SAND, trace organics, dark brown, wet to
4
saturated
5
069
S-2
D
EOHA AT 7 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 4.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-07
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
z
DESCRIPTION OF MATERIAL
o
o
w
00 o
w o
w
u
x
w
a
o
�
Topsoil Thickness[6.00"]
(CL) Alluvium, SANDY LEAN CLAY, contains mica, black, moist to
saturated
E
S-1
5
069
D
EOHA AT 6.6 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered) 4.00
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

CLIENT:
PROJECT NO.:
SHEET:
Longbranch Development, LLC
31:4417
1 of 1
PROJECT NAME:
HAND AUGER NO.:
SURFACE ELEVATION:
M ills River Townhomes
HA-08
SITE LOCATION:
STATION:
2211 Jeff ress Road, Mills River, North Carolina 28759
NORTHING: EASTING:
w
co
w
u
O
z
DESCRIPTION OF MATERIAL
o
o
w
00 o
w o
w
u
w
a
o
�
Topsoil Thickness[5.00"]
(SC) Alluvium, CLAYEY SAND, contains slight roots, black, moist
M
S-1
E
5
069
D
BUCKET REFUSAL AT 6.6 FT
10
064
15
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL
EXCAVATION EFFORT: E -EASY M -MEDIUM D- DIFFICULTVD -VERY DIFFICULT
= WL (First Encountered)
7 WL (Seasonal High)
ECS REP:
Dylan Rice
DATE COMPLETED:
Apr 27 2022
UNITS:
English
CAVE -IN-DEPTH:
1 WL (Completion)
HAND AUGER LOG

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 1
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
-
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
- 1 ft
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
-
3
13.3
•••
3
VERY LOOSE
SOFT
-
2
8.9
••
2
VERY LOOSE
SOFT
- 2 ft
1
4.4
1
VERY LOOSE
VERY SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
-
2
8.9
••
2
VERY LOOSE
SOFT
- 3 ft
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
- 1 in
3
13.3
•••
3
VERY LOOSE
SOFT
-
3
11.6
•••
3
VERY LOOSE
SOFT
- 4 ft
3
11.6
•••
3
VERY LOOSE
SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
- 5 ft
2
7.7
••
2
VERY LOOSE
SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
- 6 ft
2
7.7
••
2
VERY LOOSE
SOFT
-
3
11.6
•••
3
VERY LOOSE
SOFT
- 2 in
15
57.9
••••••••••••••••
16
MEDIUM DENSE
VERY STIFF
- 7 ft
30
102.6
•••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
-
42
143.6
•••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
45
153.9
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 8 ft
50
171.0
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 9ft
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 2
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
- 1 ft
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
3
13.3
•••
3
VERY LOOSE
SOFT
- 2 ft
2
8.9
••
2
VERY LOOSE
SOFT
-
3
13.3
•••
3
VERY LOOSE
SOFT
-
3
13.3
•••
3
VERY LOOSE
SOFT
- 3 ft
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
- 1 in
15
66.6
•••••••••••••••••••
19
MEDIUM DENSE
VERY STIFF
-
7
27.0
•••••••
7
LOOSE
MEDIUM STIFF
- 4 ft
7
27.0
•••••••
7
LOOSE
MEDIUM STIFF
-
9
34.7
••••••••••
9
LOOSE
STIFF
-
24
92.6
••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
- 5 ft
30
115.8
•••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
28
108.1
•••••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
-
28
108.1
•••••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
- 6 ft
29
111.9
••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
34
131.2
••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 2 in
39
150.5
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 7 ft
43
147.1
••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
49
167.6
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 8 ft
- 9ft
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 3
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
- 1 ft
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
-
3
13.3
•••
3
VERY LOOSE
SOFT
-
3
13.3
•••
3
VERY LOOSE
SOFT
- 2 ft
2
8.9
••
2
VERY LOOSE
SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
- 3 ft
3
13.3
•••
3
VERY LOOSE
SOFT
- 1 in
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
-
25
96.5
•••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
- 4 ft
14
54.0
•••••••••••••••
15
MEDIUM DENSE
STIFF
-
29
111.9
••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
36
139.0
••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 5 ft
38
146.7
••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
31
119.7
••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
32
123.5
•••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 6 ft
19
73.3
•••••••••••••••••••••
20
MEDIUM DENSE
VERY STIFF
-
13
50.2
••••••••••••••
14
MEDIUM DENSE
STIFF
- 2 in
8
30.9
••••••••
8
LOOSE
MEDIUM STIFF
- 7 ft
12
41.0
•••••••••••
11
MEDIUM DENSE
STIFF
-
24
82.1
•••••••••••••••••••••••
23
MEDIUM DENSE
VERY STIFF
-
29
99.2
••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
- 8 ft
32
109.4
•••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
37
126.5
••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
40
136.8
•••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 9 ft
46
157.3
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
50
171.0
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 4
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
-
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
- 1 ft
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
3
13.3
•••
3
VERY LOOSE
SOFT
- 2 ft
3
13.3
•••
3
VERY LOOSE
SOFT
-
2
8.9
••
2
VERY LOOSE
SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
- 3 ft
2
8.9
••
2
VERY LOOSE
SOFT
- 1 in
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
6
23.2
••••••
6
LOOSE
MEDIUM STIFF
- 4 ft
19
73.3
•••••••••••••••••••••
20
MEDIUM DENSE
VERY STIFF
-
18
69.5
••••••••••••••••••••
19
MEDIUM DENSE
VERY STIFF
-
21
81.1
•••••••••••••••••••••••
23
MEDIUM DENSE
VERY STIFF
- 5 ft
27
104.2
••••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
-
35
135.1
•••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
33
127.4
••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 6 ft
33
127.4
••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
22
84.9
••••••••••••••••••••••••
24
MEDIUM DENSE
VERY STIFF
- 2 in
15
57.9
••••••••••••••••
16
MEDIUM DENSE
VERY STIFF
- 7 ft
10
34.2
•••••••••
9
LOOSE
STIFF
-
14
47.9
•••••••••••••
13
MEDIUM DENSE
STIFF
-
19
65.0
••••••••••••••••••
18
MEDIUM DENSE
VERY STIFF
- 8 ft
25
85.5
••••••••••••••••••••••••
24
MEDIUM DENSE
VERY STIFF
-
29
99.2
••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
-
33
112.9
••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 9 ft
40
136.8
•••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
-
49
167.6
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 5
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
-
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
- 1 ft
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
-
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
- 2 ft
3
13.3
•••
3
VERY LOOSE
SOFT
-
2
8.9
••
2
VERY LOOSE
SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
- 3 ft
1
4.4
1
VERY LOOSE
VERY SOFT
- 1 in
1
4.4
1
VERY LOOSE
VERY SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
- 4 ft
2
7.7
••
2
VERY LOOSE
SOFT
-
4
15.4
••••
4
VERY LOOSE
SOFT
-
4
15.4
••••
4
VERY LOOSE
SOFT
- 5 ft
3
11.6
•••
3
VERY LOOSE
SOFT
-
6
23.2
••••••
6
LOOSE
MEDIUM STIFF
-
5
19.3
•••••
5
LOOSE
MEDIUM STIFF
- 6 ft
13
50.2
••••••••••••••
14
MEDIUM DENSE
STIFF
-
50
193.0
•••••••••••••••••••••••••••••••••••••••••••
25+
VERY DENSE
HARD
-2m
- 7 ft
- 8 ft
- 9 ft
- 3m loft
- 11 ft
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 6
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
7
31.1
•••••••••
8
LOOSE
MEDIUM STIFF
-
7
31.1
•••••••••
8
LOOSE
MEDIUM STIFF
- 1 ft
6
26.6
•••••••
7
LOOSE
MEDIUM STIFF
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
3
13.3
•••
3
VERY LOOSE
SOFT
- 2 ft
1
4.4
1
VERY LOOSE
VERY SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
-
1
4.4
1
VERY LOOSE
VERY SOFT
- 3 ft
1
4.4
1
VERY LOOSE
VERY SOFT
- 1 in
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
2
7.7
••
2
VERY LOOSE
SOFT
- 4 ft
2
7.7
••
2
VERY LOOSE
SOFT
-
1
3.9
1
VERY LOOSE
VERY SOFT
-
1
3.9
1
VERY LOOSE
VERY SOFT
- 5 ft
1
3.9
1
VERY LOOSE
VERY SOFT
-
1
3.9
1
VERY LOOSE
VERY SOFT
-
1
3.9
1
VERY LOOSE
VERY SOFT
- 6 ft
6
23.2
••••••
6
LOOSE
MEDIUM STIFF
-
6
23.2
••••••
6
LOOSE
MEDIUM STIFF
- 2 in
26
100.4
•••••••••••••••••••••••••••••
25+
MEDIUM DENSE
VERY STIFF
- 7 ft
50
171.0
••••••••••••••••••••••••••••••............•
25+
DENSE
HARD
- 8 ft
- 9ft
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 7
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
3
13.3
•••
3
VERY LOOSE
SOFT
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
- 1 ft
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
- 2 ft
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
2
8.9
••
2
VERY LOOSE
SOFT
-
2
8.9
••
2
VERY LOOSE
SOFT
- 3 ft
1
4.4
1
VERY LOOSE
VERY SOFT
- 1 in
2
8.9
••
2
VERY LOOSE
SOFT
-
1
3.9
1
VERY LOOSE
VERY SOFT
- 4 ft
1
3.9
1
VERY LOOSE
VERY SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
- 5 ft
2
7.7
••
2
VERY LOOSE
SOFT
-
2
7.7
••
2
VERY LOOSE
SOFT
-
3
11.6
•••
3
VERY LOOSE
SOFT
- 6 ft
21
81.1
•••••••••••••••••••••••
23
MEDIUM DENSE
VERY STIFF
-
41
158.3
•••••••••••••••••••••••••••••••••••••••••••
25+
DENSE
HARD
- 2 in
50
193.0
•••••••••••••••••••••••••••••••••••••••••••
25+
VERY DENSE
HARD
- 7 ft
- 8 ft
- 9ft
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

WILDCAT DYNAMIC CONE LOG
Page 1 of 1
ECS Carolinas, LLP
200 Ridgefield Court, Suite 222
Asheville, NC 28806
HOLE #: 8
CREW: D. Rice
PROJECT: Mills River Townhomes
ADDRESS: 2211 Jeffress Rd
LOCATION: Mills River, North Carolina
PROJECT NUMBER:
31-4417
DATE STARTED:
04-27-2022
DATE COMPLETED:
04-27-2022
SURFACE ELEVATION:
unk
WATER ON COMPLETION:
NA
HAMMER WEIGHT:
35 lbs.
CONE AREA:
10 sq. cm
DEPTH
BLOWS
PER 10 cm
RESISTANCE
Kg/cm2
GRAPH OF CONE RESISTANCE
0 50 100 150
N'
TESTED CONSISTENCY
NON -COHESIVE
COHESIVE
-
4
17.8
•••••
5
LOOSE
MEDIUM STIFF
-
9
40.0
•••••••••••
11
MEDIUM DENSE
STIFF
- 1 ft
8
35.5
••••••••••
10
LOOSE
STIFF
-
8
35.5
••••••••••
10
LOOSE
STIFF
-
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
- 2 ft
5
22.2
••••••
6
LOOSE
MEDIUM STIFF
-
2
8.9
••
2
VERY LOOSE
SOFT
-
2
8.9
••
2
VERY LOOSE
SOFT
- 3 ft
2
8.9
••
2
VERY LOOSE
SOFT
- 1 in
3
13.3
•••
3
VERY LOOSE
SOFT
-
3
11.6
•••
3
VERY LOOSE
SOFT
- 4 ft
3
11.6
•••
3
VERY LOOSE
SOFT
-
4
15.4
••••
4
VERY LOOSE
SOFT
-
4
15.4
••••
4
VERY LOOSE
SOFT
- 5 ft
5
19.3
•••••
5
LOOSE
MEDIUM STIFF
-
3
11.6
•••
3
VERY LOOSE
SOFT
-
4
15.4
••••
4
VERY LOOSE
SOFT
- 6 ft
4
15.4
••••
4
VERY LOOSE
SOFT
-
14
54.0
•••••••••••••••
15
MEDIUM DENSE
STIFF
- 2 in
50
193.0
•••••••••••••••••••••••••••••••••••••••••••
25+
VERY DENSE
HARD
- 7 ft
- 8 ft
- 9ft
- 3m loft
- lift
- 12 ft
- 4m 13ft
31-2237 Wildcat 1

ECS REFERENCE NOTES FOR BORING LOGS
MATERIAL
ASPHALT
CONCRETE
GRAVEL
TOPSOIL
VOID
BRICK
AGGREGATE BASE COURSE
GW
GP
GM
GC
SW
SP
SM
SC
ML
MH
CL
CH
OL
WELL -GRADED GRAVEL
gravel -sand mixtures, little or no fines
POORLY -GRADED GRAVEL I
gravel -sand mixtures, little or no fines
SILTY GRAVEL
gravel -sand -silt mixtures
CLAYEY GRAVEL
gravel -sand -clay mixtures
WELL -GRADED SAND
gravelly sand, little or no fines
POORLY -GRADED SAND
gravelly sand, little or no fines
SILTY SAND
sand -silt mixtures
CLAYEY SAND
sand -clay mixtures
SILT
non -plastic to medium plasticity
ELASTIC SILT
high plasticity
LEAN CLAY
low to medium plasticity
FAT CLAY
high plasticity
ORGANIC SILT or CLAY
non -plastic to low plasticity
DRILLING SAMPLING SYMBOLS & ABBREVIATIONS
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
WS
Wash Sample
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
PM
Pressuremeter Test
RD
Rock Bit Drilling
RC
Rock Core, NX, BX, AX
REC
Rock Sample Recovery %
RQD
Rock Quality Designation %
PARTICLE SIZE IDENTIFICATION
DESIGNATION
PARTICLE SIZES
Boulders
12 inches (300 mm) or larger
Cobbles
3 inches to 12 inches (75 mm to 300 mm)
Gravel: Coarse
% inch to 3 inches (19 mm to 75 mm)
Fine
4.75 mm to 19 mm (No. 4 sieve to % inch)
Sand: Coarse
2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)
Medium
0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)
Fine
0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)
Silt & Clay ("Fines")
<0.074 mm (smaller than a No. 200 sieve)
COHESIVE SILTS & CLAYS
UNCONFINED
COMPRESSIVE
SPT5
CONSISTENCY'
STRENGTH, QP°
(BPF)
(COHESIVE)
<0.25
<2
Very Soft
0.25 - <0.50
2-4
Soft
0.50 - <1.00
5-8
Firm
1.00 - <2.00
9 - 15
Stiff
2.00 - <4.00
16 - 30
Very Stiff
4.00 - 8.00
31 - 50
Hard
>8.00
>50
Very Hard
GRAVELS, SANDS & NON -COHESIVE SILTS
or ■
IDENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
RELATIVE
AMOUNT
COARSE
GRAINED
(%)8
FINE
GRAINED
(%)8
Trace
<5
<5
With
10 - 20
10 - 25
Adjective
25 - 45
30 - 45
(ex: "Silty')
WATER LEVELS6
Q
WL (First Encountered)
WL (Completion)
0
WL (Seasonal High Water)
WL (Stabilized)
OH ORGANIC SILT or CLAY FILL AND ROCK
high plasticity
PT PEAT
� r � highly organic soils
FILL POSSIBLE FILL PROBABLE FILL ROCK
'Classifications and symbols per ASTM D 2488-17 (Visual -Manual Procedure) unless noted otherwise.
2To be consistent with general practice, "POORLY GRADED" has been removed from GP, GP -GM, GP -GC, SP, SP-SM, SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches (ASTM D 1586). "N-value" is another term for "blow count' and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B
and need to be corrected if using an auto hammer.
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the
water level to stabilize. In such cases, additional methods of measurement are generally employed.
Minor deviation from ASTM D 2488-17 Note 14.
8Percentages are estimated to the nearest 5% per ASTM D 2488-17.
Reference Notes for Boring Logs (0302-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

FIELD EXPLORATION AND LABORATORY TESTING PROCEDURES
B.1 Mechanized Soil Test Borings
The boring locations were established in the field by ECS personnel using a hand-held global positioning
system (GPS) device with a degree of accuracy of +/- 5 feet. The boring locations shown in Appendix A
should be considered approximate. The elevations shown on the boring logs were extracted from the site
survey contours provided by the client. The individual Boring Logs provided in Appendix B are for
reference.
The mechanical soil borings were performed using a track -mounted, ATV drilling rig. Representative soil
samples were obtained by means of the split -barrel sampling procedure in general accordance with ASTM
D 1586. In this procedure, a 2-inch O.D., split -barrel sampler is driven into the soil a distance of 18 inches
by a 140-pound hammer falling 30 inches.
The number of blows required to drive the sampler through a 12-inch interval is termed the Standard
Penetration Test value (N-value) and is indicated for each sample on the boring logs. This value can be
used as a qualitative indication of the in -place relative density of non -cohesive soils. In a less reliable way,
it also indicates the consistency of cohesive soils. This indication is qualitative, since many factors can
significantly affect the standard penetration resistance value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies. Split -spoon samples were
obtained at approximate 2% foot intervals within the upper 10 feet of the test borings and at approximate
5-foot intervals thereafter.
The drilling crew maintained a field log of the strata encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each sample
were then sealed in airtight bags and returned to our laboratory for visual examination by a geotechnical
engineer and subsequent laboratory testing.
B.2 Hand Auger Borings
The locations of the hand augers were determined using a hand-held global positioning system (GPS)
device with a degree of accuracy of +/- 5 feet. The approximate locations of the hand auger borings are
indicated on the Exploration Location Diagram included in Appendix A.
The hand auger borings were conducted in general conformance with ASTM D1452. In this procedure, the
auger boring is performed by manually rotating and advancing an auger to the desired depths while
periodically removing the auger from the hole to clear and examine the auger cuttings. The auger cuttings
were visually classified in the field, and representative soil samples obtained from the auger cuttings were
transported back to our office for review by the project engineer and for laboratory testing. Individual
Hand Auger Logs are included in Appendix B. Stratification lines shown on the Hand Auger Logs represent
approximate boundaries between physical soil types.
B.3 Wildcat Dynamic Cone Penetration Tests
Wildcat Dynamic Cone Penetration (wDCP) tests were performed at each of the hand auger locations to
evaluate the relative stiffness of the substrata. In the wDCP test procedure, a lubricated 2.75-centimeter

diameter rod with a 3.59-centimeter diameter sacrificial tip is driven into the ground continuously by
means of a 30-pound hammer. The number of blows required to drive the rod 10 centimeters is
empirically correlated to cone resistance and again to a Standard Penetration Test (SPT) N-value. The N-
value can be used to provide a qualitative indication of the in -place relative density of cohesionless soils.
In a less reliable way, it also indicates the consistency of cohesive soils. This indication is qualitative, since
many factors can significantly affect these values and prevent a direct correlation between driving
procedures and hammer -rod assemblies. Wildcat Dynamic Cone Logs are included in Appendix B.
B.4 Laboratory Testing
Representative soil samples obtained during our field exploration were visually classified by an ECS
representative and laboratory tests were assigned to select samples to aid in the visual classifications and
to help estimate pertinent index and engineering properties of the on -site strata. The geotechnical
laboratory testing included:
• Visual classification of soil samples in general conformance with ASTM D 2487,
• Index property testing of select soils samples including:
o Natural moisture content determinations (ASTM D 2216),
o Washed Sieve Analysis (ASTM D 1140 & D 6913)
o Atterberg Limits (ASTM D 4318)
The laboratory test results are included on the Laboratory Testing Summary and the individual laboratory
reports provided in Appendix C.

APPENDIX C — Laboratory Testing
Laboratory Test Results Summary
Plastic and Liquid Limits Report
FOR PLANNING AND PRELIMINARY DESIGN — NOT FOR CONSTRUCTION

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LIQUID AND PLASTIC LIMITS TEST REPORT
so
Dashed line indicates the approximate
upper limit boundary for natural soils
50
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Q`Z`
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50 60
LIQUID LIMIT
TEST RESULTS (ASTM D431B-10 (MULTIPOINT TEST))
Sample
Sample
Sample
LL
PL
PI
%<#40
%<#200
AASHTO
USCS
Material Description
Location
Number
Depth (ft)
B-03
S-2
3.5-5
39
31
8
68.4
ML
Sandy Silt
B-04
S-2
3.5-5
NP
NP
NP
51.8
ML
Sandy Silt
B-06
S-5
13.5-15
NP
NP
NP
46.5
SM
Silty Sand
B-07
S-2
3.5-5
NP
NP
NP
69.4
ML
Sandy Silt
�c
B-08
S-1
1-2.5
32
21
11
52.4
CL
Sandy Lean Clay
B-10
S-1
1-2.5
42
28
14
33.0
SM
Silty Sand
Project: Mills River Townhomes Project No.: 31:4417
Client: Longbranch Development, LLC Date Reported: 5/12/2022
Office / Lab Address Office Number / Fax
E 1900 Hendersonville Rd, [phone]
ECS Southeast LLP - Asheville Suite 10
Asheville, NC 28803
Tested by Checked by Approved by Date Received
DR JDK NP 5/3/2022

APPENDIX D —Supplemental Report Documents
GBA Important information About This Geotechnical-Engineering Report
FOR PLANNING AND PRELIMINARY DESIGN — NOT FOR CONSTRUCTION

Geotechnical-Engineering Report
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively as
possible. In that way, you can benefit from a lowered
exposure to problems associated with subsurface
conditions at project sites and development of
them that, for decades, have been a principal cause
of construction delays, cost overruns, claims,
and disputes. If you have questions or want more
information about any of the issues discussed herein,
contact your GBA-member geotechnical engineer.
Active engagement in GBA exposes geotechnical
engineers to a wide array of risk -confrontation
techniques that can be of genuine benefit for
everyone involved with a construction project.
Understand the Geotechnical-Engineering Services
Provided for this Report
Geotechnical-engineering services typically include the planning,
collection, interpretation, and analysis of exploratory data from
widely spaced borings and/or test pits. Field data are combined
with results from laboratory tests of soil and rock samples obtained
from field exploration (if applicable), observations made during site
reconnaissance, and historical information to form one or more models
of the expected subsurface conditions beneath the site. Local geology
and alterations of the site surface and subsurface by previous and
proposed construction are also important considerations. Geotechnical
engineers apply their engineering training, experience, and judgment
to adapt the requirements of the prospective project to the subsurface
model(s). Estimates are made of the subsurface conditions that
will likely be exposed during construction as well as the expected
performance of foundations and other structures being planned and/or
affected by construction activities.
The culmination of these geotechnical-engineering services is typically a
geotechnical-engineering report providing the data obtained, a discussion
of the subsurface model(s), the engineering and geologic engineering
assessments and analyses made, and the recommendations developed
to satisfy the given requirements of the project. These reports may be
titled investigations, explorations, studies, assessments, or evaluations.
Regardless of the title used, the geotechnical-engineering report is an
engineering interpretation of the subsurface conditions within the context
of the project and does not represent a close examination, systematic
inquiry, or thorough investigation of all site and subsurface conditions.
Geotechnical-Engineering Services are Performed
for Specific Purposes, Persons, and Projects,
and At Specific Times
Geotechnical engineers structure their services to meet the specific
needs, goals, and risk management preferences of their clients. A
geotechnical-engineering study conducted for a given civil engineer
will not likely meet the needs of a civil -works constructor or even a
different civil engineer. Because each geotechnical-engineering study
is unique, each geotechnical-engineering report is unique, prepared
solely for the client.
Likewise, geotechnical-engineering services are performed for a specific
project and purpose. For example, it is unlikely that a geotechnical-
engineering study for a refrigerated warehouse will be the same as
one prepared for a parking garage; and a few borings drilled during
a preliminary study to evaluate site feasibility will not be adequate to
develop geotechnical design recommendations for the project.
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project or purpose;
• for a different site (that may or may not include all or a portion of
the original site); or
• before important events occurred at the site or adjacent to it;
e.g., man-made events like construction or environmental
remediation, or natural events like floods, droughts, earthquakes,
or groundwater fluctuations.
Note, too, the reliability of a geotechnical-engineering report can
be affected by the passage of time, because of factors like changed
subsurface conditions; new or modified codes, standards, or
regulations; or new techniques or tools. If you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying the recommendations in it. A minor amount
of additional testing or analysis after the passage of time - if any is
required at all - could prevent major problems.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read the report in its entirety. Do not rely on
an executive summary. Do not read selective elements only. Read and
refer to the report in full.
You Need to Inform Your Geotechnical Engineer
About Change
Your geotechnical engineer considered unique, project -specific factors
when developing the scope of study behind this report and developing
the confirmation -dependent recommendations the report conveys.
Typical changes that could erode the reliability of this report include
those that affect:
• the site's size or shape;
• the elevation, configuration, location, orientation,
function or weight of the proposed structure and
the desired performance criteria;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
or site changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept

responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
Most of the "Findings" Related in This Report
Are Professional Opinions
Before construction begins, geotechnical engineers explore a site's
subsurface using various sampling and testing procedures. Geotechnical
engineers can observe actual subsurface conditions only at those specific
locations where sampling and testing is performed. The data derived from
that sampling and testing were reviewed by your geotechnical engineer,
who then applied professional judgement to form opinions about
subsurface conditions throughout the site. Actual sitewide-subsurface
conditions may differ - maybe significantly - from those indicated in
this report. Confront that risk by retaining your geotechnical engineer
to serve on the design team through project completion to obtain
informed guidance quickly, whenever needed.
This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options or
alternatives - are confirmation -dependent In other words, they are not
final, because the geotechnical engineer who developed them relied heavily
on judgement and opinion to do so. Your geotechnical engineer can finalize
the recommendations only after observing actual subsurface conditions
exposed during construction. If through observation your geotechnical
engineer confirms that the conditions assumed to exist actually do exist,
the recommendations can be relied upon, assuming no other changes have
occurred. The geotechnical engineer who prepared this report cannot assume
responsibility or liability for confirmation -dependent recommendations if you
fail to retain that engineer to perform construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a continuing member of
the design team, to:
• confer with other design -team members;
• help develop specifications;
review pertinent elements of other design professionals' plans and
specifications; and
• be available whenever geotechnical-engineering guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction -
phase observations.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for information purposes
only. To avoid misunderstanding, you may also want to note that
"informational purposes" means constructors have no right to rely on
the interpretations, opinions, conclusions, or recommendations in the
report. Be certain that constructors know they may learn about specific
project requirements, including options selected from the report, only
from the design drawings and specifications. Remind constructors
that they may perform their own studies if they want to, and be sure to
allow enough time to permit them to do so. Only then might you be in
a position to give constructors the information available to you, while
requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions. Conducting prebid and
preconstruction conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. This happens in part because soil and rock on
project sites are typically heterogeneous and not manufactured materials
with well-defined engineering properties like steel and concrete. That
lack of understanding has nurtured unrealistic expectations that have
resulted in disappointments, delays, cost overruns, claims, and disputes.
To confront that risk, geotechnical engineers commonly include
explanatory provisions in their reports. Sometimes labeled "limitations;'
many of these provisions indicate where geotechnical engineers'
responsibilities begin and end, to help others recognize their own
responsibilities and risks. Read these provisions closely. Ask questions.
Your geotechnical engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one" or "phase -two" environmental
site assessment - differ significantly from those used to perform a
geotechnical-engineering study. For that reason, a geotechnical-engineering
report does not usually provide environmental findings, conclusions, or
recommendations; e.g., about the likelihood of encountering underground
storage tanks or regulated contaminants. Unanticipated subsurface
environmental problems have led to project failures. If you have not
obtained your own environmental information about the project site,
ask your geotechnical consultant for a recommendation on how to find
environmental risk -management guidance.
Obtain Professional Assistance to Deal with
Moisture Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, the engineer's
services were not designed, conducted, or intended to prevent
migration of moisture - including water vapor - from the soil
through building slabs and walls and into the building interior, where
it can cause mold growth and material -performance deficiencies.
Accordingly, proper implementation of the geotechnical engineer's
recommendations will not of itself be sufficient to prevent
moisture infiltration. Confront the risk of moisture infiltration by
including building -envelope or mold specialists on the design team.
Geotechnical engineers are not building -envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
SEVA ASSOCIATION
Telephone: [phone]
e-mail: [e-mail] www.geoprofessional.org
Copyright 2019 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of
GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind.
Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent or intentional (fraudulent) misrepresentation.