SW3240401_Soils/Geotechnical Report_20240430 (2)

ECS SOUTHEAST, LLP "Setting the Standard for Service"
oM Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F-1078
NC Registered Geologists Firm C-406
SC Registered Engineering Firm 3239
March 20, 2020
Brian Lagnemma
Broadstreet Homes
1312 Camp Creek Road
Lancaster, South Carolina
Reference: Seasonal High Water Table Determination
Belshire of Waxhaw
Waxhaw, Union County, North Carolina
ECS Project No: 49:11374
Dear Mr. Lagnemma:
ECS Southeast, LLP (ECS) is pleased to submit this report of the Seasonal Water Table Determination (SHWT)
for the Belshire of Waxhaw site in Waxhaw, Union County, North Carolina. This report summarizes our
findings for the site.
PROJECT UNDERSTANDING
The project site is located at the intersection of Waxhaw Marvin Road and Helms Road in Waxhaw,
Union County, North Carolina. Based on our review of aerial photographs, the site appears to be
undeveloped and wooded. We understand the site will be developed to include an approximately 100-
units of single family and townhomes, stormwater areas, and associated parking and driveways. ECS
previously performed a subsurface exploration for this site with the results are transmitted in our report
titled "Belshire of Waxhaw" (ECS Report Mo. 13457), dated May 3, 2019.
ECS has been requested to determine the SHWT depth adjacent to the stormwater control measures
(SCM), proposed as part of the stormwater management plan.
The proposed geotechnical boring location map was utilized to depict the SHWT borings (Figure 1),
which are in general proximity to the proposed SCM. The soil investigation was conducted by reviewing
split spoons during geotechnical drilling activities.
SCOPE OF SERVICES
ECS conducted a study/investigation of the soils to identify the depth of the seasonal high water table, if
present. The properties and characteristics of the soils retrieved from the boring were observed and
recorded in field notes.The properties include texture, depth,the presence of restrictive horizons, depth to
seasonal high water table, coarse fragments, etc. The assessment was conducted in accordance with
current soil science practices and technology.
ECS Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Texas, LLP
www.ecslimited.com

SHWT Study
Be'shire of Waxhaw
Waxhaw, Union County, North Carolina
ECS Project No. 49-11374
SEASONAL HIGH WATER TABLE STUDY
Below is a summary of the soils retrieved from the boring.
SW Boring 1 — The surface layer to depth of approximately 42 inches was brown and red clay with
moderate, fine, sub-angular blocky structure. The consistence was sticky, plastic, and firm. The sub-surface
layer from approximately 42 inches bgs to approximately 240 inches (-20 feet) bgs was multi-colored clay
loam to sandy clay loam saprolite mixed with channery slate loam rock/partially weathered rock.
SW Boring 2 — The surface layer to depth of approximately 34 inches was brown and yellow clay with
moderate, fine, sub-angular blocky structure.The consistence was sticky, plastic, and firm. The sub-surface
layer from approximately 34 inches bgs to approximately 240 inches ("20 feet) bgs was multi-colored clay
loam to sandy clay loam saprolite mixed with channery slate loam rock/partially weathered rock.
FINDINGS
SW Boring 1— Faint evidence of SHWT was identified at approximately 122 inches (-10.2 feet) bgs. No free
water was identified during the boring.
SW Boring 2— Faint evidence of SHWT was identified at approximately 110 inches (-9.2 feet) bgs. No free
water was identified during the boring.
ECS would like to note that both borings occur below grade from an adjacent pond. Proximity to the pond,
as well as the restrictive nature of the channery slate rock should be taken into account during SCM design.
The type of stormwater management facility designed is based on the depth of the SHWT or confining layer.
The information above may be potentially utilized to determine the type of stormwater management
facility best suited for this site according to the most recent version of the North Carolina Division of Water
Quality Stormwater Best Management Practice Manual.
2

SHWT Study
Be'shire of Waxhaw
Waxhaw, Union County, North Carolina
ECS Project No. 49-11374
CLOSING
ECS is pleased to offer our professional services and look forward to assisting in any of your site analysis
needs in the future. If you have any questions or require further assistance, please contact us at 704-525-
5152.
Respectfully,
ECS SOUTHEAST,LLP
.�. .� 4"hsk
Jonathan Dale Grubb W. Brandon Fulton, LSS, PSC, PWS
Environmental Project Manager Environmental Principal
[e-mail] [e-mail]
(919)414—0214 (704) 525—5152
Attachment: Figure 1—SHWT Boring Location Map
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ECS Southeast, LLP
Geotechnical Engineering Report
Belshire of Waxhaw
Waxhaw, Union County, North Carolina
ECS Project Number 08:13457
May 3, 2019
INSI

ECS SOUTHEAST, LLP "Setting the Standard for Service"
_ —1• Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Fire,F-1078
NC Registered Geologists Firm C-406
SC Registered Engineering Fiim 3239
May 3, 2019
Mr. Brian lagnemma
Broadstreet Homes, Inc.
1312 Camp Creek Road
Lancaster, SC 29720
Reference: Report of Subsurface Exploration
Belshire of Waxhaw
Waxhaw, Union County, North Carolina
ECS Project Number 08-13457
Dear Mr. lagnemma:
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 No. 08:23108P dated March 14, 2019.This report presents our
understanding of the geotechnical aspects of the project, along with the results of the field
exploration conducted, and our design and construction recommendations.
It has been our pleasure to be of service to Broadstreet Homes during the design phase of this
project. We would appreciate the opportunity to remain involved during the continuation of the
design phase, and we would like to provide our services during construction phase operations as well
to verify the assumptions of subsurface conditions made for this report. Should you have any
questions concerning the information contained in this report, or if we can be of further assistance to
you, please contact us.
Respectfully submitted,\\\'\tCA�C 0%
••' ESS/
ECS Southeast, LLP 2 '0F G4.'95.
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Kelly N(de Montbrun, F4c/,'6 M�N0\\ 99JF. P!otkin, P.E.,D.GE
Project Manager Principal Engineer
[e-mail] [e-mail]
N.C. Registration No. 045542
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T: 704-525-5152 • F: 704-357-0023 • www.ecslimited.com
ECS Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic.LLC • ECS Midwest,LLC • ECS Southeast, LLP • ECS Texas, LLP

Belshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page i
TABLE OF CONTENTS
EXECUTIVE SUMMARY 1
1.0 INTRODUCTION 2
1.1 General 2
1.2 Scope of Services 2
1.3 Authorization 2
2.0 PROJECT INFORMATION 3
2.1 Project Location 3
2.2 Past Site History/Current Site Conditions 3
2.3 Proposed Construction 3
3.0 FIELD EXPLORATION 4
3.1 Field Exploration Program 4
3.1.1 Test Borings 4
3.2 Regional/Site Geology 4
3.3 Subsurface Characterization 5
3.4 Groundwater Observations 5
4.0 LABORATORY SERVICES 6
5.0 DESIGN RECOMMENDATIONS 7
5.1 Building Design 7
5.1.1 Foundations 7
5.1.2 Floor Slabs 7
5.1.3 Seismic Design Considerations 8
5.1.4 Lateral Earth Pressures 9
5.1.5 Mechanically Stabilized Earth (MSE) Wall Design 10
5.2 Site Design Considerations 11
5.2.1 Cut and Fill Slopes 11
5.2.2 Pavement Considerations 12
6.0 SITE CONSTRUCTION RECOMMENDATIONS 14
6.1 Subgrade Preparation 14
6.1.1 Stripping and Grubbing 14
6.1.2 Proofrolling 14
6.1.3 Subgrade Stabilization 14
6.2 Earthwork Operations 14
6.2.1 Below Grade Excavation 14
6.2.2 Structural Fill Materials 16
6.2.3 Compaction 16
6.3 Foundation and Slab Observations 17
6.4 Utility Installations 18
6.5 General Construction Considerations 19
7.0 CLOSING 20

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ECS Project No.08:13457 Page ii
APPENDICES
Appendix A—Drawings& Reports
• Site Location Diagram
• Boring Location Diagram
Appendix B—Field Operations
• Reference Notes for Boring Logs
• Boring Logs B-1 through B-15
• Generalized Subsurface Profile

Belshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 1
EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering evaluation
for the Belshire of Waxhaw site located at the property south of the intersection of Waxhaw-Marvin
Road and Helms Road in Waxhaw, Union County, North Carolina.The site is identified as Union County
Parcel ID No. 05138010. Based on the provided information, we understand plans are to develop the
site to include approximately 100 single-family and townhome units with associated roads. The
provided site plan also indicates several stormwater control measures(SCM) are planned for the site.
The results of our exploration and geotechnical recommendations are summarized as follows:
• The subsurface conditions disclosed by the borings generally consisted of a layer of surficial
organic-laden material underlain by residual soils and partially weathered rock to the explored
depths of the borings.
o The residual soil generally consisted of Sandy SILT (ML) and Sandy CLAY (CL). Borings
B-1 through B-4, B-6, B-7, B-9 through B-13, and B-15 were terminated in residual
soils at depths ranging between approximately 10 and 20 feet below the existing
ground surface.
o Partially weather rock (PWR) was encountered below the surficial materials in Boring
B-8 and below and beneath the residual soils in Borings B-5 and B-14 at depths
between approximately 3 and 5.5 feet below the existing ground surface. Borings B-5,
B-8, and B-14 were terminated in PWR at depths ranging between approximately 10
and 20 feet below the existing ground surface.
• Based on the results of the subsurface exploration and depending on the depth of planned
foundations and utilities, difficult excavation may be encountered at the site. Difficult
excavation should be anticipated in the vicinity of Borings B-5, B-8, and B-14.
• Based on the results of the subsurface exploration, the proposed structures can be supported
on conventional shallow foundations bearing on approved low plasticity residual soils or new
engineered fill. An allowable bearing pressure of 2,500 psf is recommended provided the site
and foundation subgrade preparation sections of this report are followed.
• 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 pounds per
cubic inch (pci).
• A Seismic Site Class "D" may be used for the site property based on the Average N method.
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. Please note this Executive Summary is an important part of this report but
should be considered a "summary" only. The subsequent sections of this report constitute our
findings, conclusions, and recommendations in their entirety. Furthermore, ECS should review our
findings and recommendations in their entirety once the final project criteria have been established.

eelshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 2
1.0 INTRODUCTION
1.1 General
The purpose of this study was to provide general subsurface conditions at the site and to evaluate
those conditions with regard to foundation and floor slab support, along with general site
development. The site is identified as Union County Parcel ID Number 05138010. The project will
include the construction of a single-family development with associated parking/drives and
Stormwater Control Measures (SCM).
The recommendations developed for this report are based on project information provided by
McAdams and Broadstreet Homes. This report contains the results of our subsurface exploration,
laboratory testing programs, site characterization, engineering analysis, and recommendation for
the design and construction of the proposed project.
1.2 Scope of Services
A total of fifteen (15) soil test borings were performed at specific locations across the site. A
laboratory-testing program was also implemented to characterize the physical and engineering
properties of the subsurface soils.
This report discusses our exploratory and testing procedures, presents our findings and
evaluations, and includes the following:
• Information on site conditions including geologic information and special site features.
• Description of the field exploration performed.
• Final logs of the soil borings and records of the field exploration, including a boring location
diagram and vicinity map.
• Measurement of the topsoil materials at each boring location and notation of the information
on the boring logs and un the text of the report
• Seismic site classification using the average N-method of the North Carolina Building Code
(NCBC)
• Recommendations regarding foundation options for the structure and settlement potential.
• Recommendations for light and heavy duty flexible and rigid pavement sections.
• Recommendations regarding estimated soil parameters to be used for retaining wall design.
• Evaluation of the on-site soil characteristics encountered in the soil borings.
• Recommendations for minimum soil cover during frost heaving, compaction requirements for
fill and backfill areas, and slab-on-grade construction.
• Recommendations regarding site preparation and construction observations and testing.
1.3 Authorization
Our services were provided in accordance with our Proposal No. 08:23108P, dated March 14,
2019 as authorized by Mr. Brian lagnemma on March 20, 2019, and includes the Terms and
Conditions of Service outlined in the signed contract.

eelshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 3
2.0 PROJECT INFORMATION
2.1 Project Location
The project site is located along at the property south of the intersection of Waxhaw-Marvin Road
and Helms Road in Waxhaw, Union County, North Carolina as shown in the Site Vicinity Map
(Figure 2.1.1) below, and included in the Appendix. The site is identified as a portion of Union
County Parcel ID Number 05138010.
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Figure 2.1.1. Site Location
2.2 Past Site History/Current Site Conditions
Based on available historical aerial imagery, the site has appeared similar to its present condition
since at least 1993. The site currently consists of undeveloped wooded land with an agricultural
field located in the northern portion of the property. A couple of vacant residences with
associated debris are located within the western and central portions of the site. An existing
pond is located in the center of the site. There were several areas of stockpiled debris and refuse
spread across the site. The previous use discussion is not considered a comprehensive or in-depth
review of the site history, rather a quick overview of available aerial imagery.
2.3 Proposed Construction
Based on the provided site plan, we understand plans are to include approximately 100 single-family
lots and townhomes in the proposed development with associated roads. We also understand
retaining walls and SCMs are planned for the site. ECS has not been provided preliminary grading
information or planned wall heights at the time of this report.

eelshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 4
3.0 FIELD EXPLORATION
3.1 Field Exploration Program
The field exploration was planned with the objective of characterizing the project site in general
geotechnical and geological terms, and to evaluate subsequent field data to assist in the
determination of geotechnical recommendations.
3.1.1 Test Borings
The subsurface conditions were explored by drilling fifteen (15) soil test borings at the site. An
ATV mounted Diedrich D50 drill rig was utilized to drill the soil test borings. Borings were
generally advanced to depths ranging from approximately 10 to 20 feet below the current ground
surface.
Boring locations were identified in the field by ECS personnel using handheld GPS technology and
existing landmarks as reference prior to mobilization of our drilling equipment. The approximate
as-drilled boring locations are shown on the Boring Location Diagram in Appendix A.
Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general
accordance with ASTM D 1586. Small representative samples were obtained during these tests
and were used to classify the soils encountered. The standard penetration resistances obtained
provide a general indication of soil shear strength and compressibility. Ground surface elevations
on the boring logs were estimated from the topographic plan provided and should be considered
approximate.
3.2 Regional/Site Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in
the Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are 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. The mineral composition of the parent
rock and the environment in which weathering occurs largely control the resulting soil's
engineering characteristics. The residual soils are the product of the weathering of the parent
bedrock.

Belshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 5
3.3 Subsurface Characterization
The following sections provide generalized characterizations of the soil strata encountered during
our subsurface exploration. For subsurface information at a specific location, refer to the Boring
Logs in Appendix B.
Table 3.3.1 Subsurface Stratigraphy
Approximate Stratum Description Ranges of
Depth Range(ft) SPT111 N-values
(bpf)
Varying amounts of organic-laden materials were
0 to 0.3141 n/a present at the ground surface at Borings B-1 N/A
through B-15.
1 to 20 I RESIDUAL—Sandy SILT(ML)and Elastic SILT(MH) 3 to 87
0.3 to 20 II PARTIALLY WEATHERED ROCK—Sampled as Sandy 100+
SI LT121(3)
Notes: (1)Standard Penetration Test
(2) Partially Weathered Rock (PWR) was encountered in Boring B-8 underlying the surficial materials and within and
underlying residual soils in Borings B-5 and B-14 at depths of approximately 3 feet and 5.5 feet,respectively..
(3)PWR is defined as residual soil exhibiting N-values greater than 100 bpf.
(4) Please note that the surficial materials are driller reported. Therefore, they should not be used in surficial
material removal takeoffs.
3.4 Groundwater Observations
Groundwater measurements were attempted at the termination of drilling and prior to
demobilization from the site. Groundwater was not encountered in Borings B-1 through B-15 at
the time of drilling and to the depths explored. Cave-in depths were attempted to be measured
at each of the boring locations with cave-in depths ranging from approximately 8.9 to 16.0 feet.
Cave-in of a soil test boring can be caused by groundwater hydrostatic pressure; weak soil layers,
and/or drilling activities (i.e. drilling fluid circulation or advancement of bit).
Fluctuations in the groundwater elevation should be expected depending on precipitation, run-
off, utility leaks, and other factors not evident at the time of our evaluation. Normally, highest
groundwater levels occur in late winter and spring and the lowest levels occur in late summer and
fall. Depending on time of construction, groundwater may be encountered at shallower depths
and locations not explored during this study. If encountered during construction, engineering
personnel from our office should be notified immediately.

eelshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 6
4.0 LABORATORY SERVICES
The laboratory testing performed by ECS for this project consisted of selected tests performed on
samples obtained during our field exploration operations. The following paragraph briefly
discusses the results of the completed laboratory testing program. Classification and index
property tests were performed on representative soil samples obtained from the test borings in
order to aid in classifying soils according to the Unified Soil Classification System and to quantify
and correlate engineering properties.
A geotechnical staff professional visually classified each soil sample from the test borings on the
basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and
ASTM D-2488 (Description and Identification of Soils-Visual/Manual Procedures). After
classification, the staff professional then grouped the various soil types into the major zones
noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in
parentheses following the soil descriptions on the boring logs. The stratification lines designating
the interfaces between earth materials on the boring logs are approximate; in situ, the transitions
may be gradual.

Belshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 7
5.0 DESIGN RECOMMENDATIONS
5.1 Building Design
The following sections provide recommendations for foundation design, soil supported slabs,
pavements, and seismic design parameters.
5.1.1 Foundations
Provided subgrades and structural fills are prepared as discussed herein, the proposed structures
can be supported by conventional shallow foundations. The design of the foundation shall utilize
the following parameters:
Table 5.1.1.1 Foundation Design
Design Parameter Column Footing Wall Footing
Net Allowable Bearing Pressure' 2,500 psf
Low Plasticity Stratum I,Stratum II
Acceptable Bearing Soil Material Or
Engineered Fill
Minimum Width 24 inches 18 inches
Minimum Footing Embedment Depth (below
slab or finished grade) 18 inches 18 inches
Estimated Total Settlement Less than 1 inch Less than 1 inch
Estimated Differential Settlement Less than 1/22inches Less than 1/2inches over
between columns 50 feet
1. Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils
above the base of the foundation.
Most of the soils at the foundation bearing elevation are anticipated to be suitable for support of
the proposed structures. If soft or unsuitable soils or moisture sensitive soils (MH soils with a
Plasticity Index greater than 30 or CH 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.
5.1.2 Floor Slabs
The on-site residual soils are considered suitable for support of the floor slabs, although moisture
control during earthwork operations, including the use of discing or appropriate drying
equipment, may be necessary. We assume that the slabs for the structures will bear on Stratum I,
II or Engineered Fill. This material is likely suitable for the support of a slab-on-grade; however,
there may be areas of soft or yielding soils that should be removed and replaced with compacted
structural fill in accordance with the recommendations included in this report.

eelshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 8
The following graphic depicts our soil-supported slab recommendations:
Concrete Slab Vapor Barrier
0000 ° oo 0 ° 0 o 0o o ° °o
0 o 0 o °o 0 00 ° 0 0 0 ° o 0 0 0 ° 0 0 0 o Granular Capillary Break/Drainage Layer
v
Compacted Subgrade
Figure 5.1.2.1
1. Drainage Layer Thickness: 4 inches
2. Drainage Layer Material: GRAVEL(GP,GW),SAND(SP,SW)
3. Subgrade compacted to 100%maximum dry density per ASTM D698
Subgrade Modulus: Provided the placement of Structural Fill and Granular Drainage Layer per the
recommendations discussed herein, the slab may be designed assuming a modulus of subgrade
reaction, k1 of 100 pci (lbs/cu. inch). The modulus of subgrade reaction value is based on a 1 ft by
1 ft plate load test basis.
MH soils (with a PI > 30) and CH soils should not be used for direct support of slab-on-grades. If
encountered within planned new slabs-on-grade, the soils should be undercut and replaced with
approved engineered fill to a minimum depth of 2 feet below pavement sections provided that
the resulting subgrade is stable.
Slab Isolation: Ground-supported slabs should be isolated from the foundations and foundation-
supported elements of the structure so that differential movement between the foundations and
slab will not induce excessive shear and bending stresses in the floor slab. Where the structural
configuration prevents the use of a free-floating slab, the slab should be designed with suitable
reinforcement and load transfer devices to preclude overstressing of the slab. Maximum
differential settlement of soils supporting interior slabs is anticipated to be less than 0.96 inches
in 40 feet.
5.1.3 Seismic Design Considerations
Seismic Site Classification:The North Carolina Building Code (NCBC) 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 undrained shear strength (su)
method; and the Standard Penetration Resistance (SPT N-value) method. The SPT N-value
method was used in classifying this site. Based on our local experience and the SPT N-values
obtained within the drilled depth of borings, a seismic site class of "D" is considered appropriate
for this project.

Belshire of Waxhaw 05/03/2019
ECS Project No.08:13457 Page 9
The seismic site class definitions for the weighted average of SPT N-value in the upper 100 feet of
the soil profile are shown in the following table:
Table 5.1.3.1:Seismic Site Classification
Site Class Soil Profile Name SPT Resistance,N-bar N value(bpf)
A Hard Rock Not Applicable N/A
B Rock Not Applicable N/A
C Very dense soil and soft rock N-bar>50 >50
D Stiff Soil Profile 15<_N-bar<_50 15 to 60
E Soft Soil Profile N-bar< 15 <15
5.1.4 Lateral Earth Pressures
Below grade retaining walls and cast-in-place site retaining walls should be designed to withstand
the lateral earth pressures exerted by the backfill. The pressure diagram is triangular. It is
anticipated that retaining walls associated with the building structure, such as for the below grade
walls, will be rigid walls restrained from rotation by the floor slab. For rigid walls, the "At Rest"
(ko) soil condition should be used in the wall design and evaluation. For walls that are free to
deflect at their tops, the "Active" (ka) soil condition should be used in the wall design and
evaluation. In the design of these retaining wall structures, the following soil parameters can be
utilized. These parameters assume that Granular Soils meeting the requirements recommended
herein for Retaining Wall Backfill will comprise the backfill in the Critical Zone. The Critical Zone is
defined as the area between the back of the retaining wall structure and an imaginary line
projected upward and rearward from the bottom back edge of the wall footing at a 45-degree
angle.
Table 5.1.4.1.1 Retaining Walls Backfill in the Critical Zone(On-site Granular Borrow)
Soil Parameter Estimated Value
Coefficient of Earth Pressure at Rest (K0) 0.53
Coefficient of Active Earth Pressure (Ka) 0.36
Retained Soil Moist Unit Weight (y) 115 pcf
Cohesion (C) 0 psf
Angle of Internal Friction (4) 28°
•
Friction Coefficient [Concrete on Soil] (µ) 0.34
Table 5.1.4.1.2 Foundation Soils(Natural Subgrades or On-Site Borrow)
Soil Parameter Estimated value
Allowable Net Soil Bearing Pressure 2,500 psf
Minimum Wall Embedment Below Grade 24 inches
Coefficient of Passive Earth Pressure (Kr) 2.77
Soil Moist Unit Weight (y) 105 pcf
Cohesion (C) 0 psf
Retaining Wall Backfill: Soils used as backfill within the Critical Zone behind retaining walls should
have USCS classifications of Silty SAND (SM), Sandy SILT (ML), or more granular with a maximum
of 45% fines (i.e., % passing No. 200 Sieve size), and minimum angle of internal friction of 28

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degrees when compacted to a minimum of 95% of its maximum dry density per ASTM D 698. Any
existing soils not meeting these criteria should be removed from the Critical Zone of the walls, as
determined by ECS personnel at the time of construction.
Foundation Drains: Retaining walls should be provided with a foundation drainage system to
relieve hydrostatic pressures which may develop in the wall backfill. This system should consist of
weep holes through the wall and/or a 4-inch perforated, closed joint drain line located along the
backside of the walls above the top of the footing. The drain line should be surrounded by a
minimum of 6 inches of AASHTO Size No. 57 Stone wrapped with an approved non-woven filter
fabric, such as Mirafi 140-N or equivalent.
Wall Drains: Site retaining walls should be drained so that hydrostatic pressures do not build up
behind the walls. Wall drains can consist of a 12-inch wide zone of free draining Gravel, such as
AASHTO No. 57 Stone, employed directly behind the wall and separated from the soils beyond
with a non-woven filter fabric. For walls in excess of 10 feet in height thicker wall drains should
be considered. Alternatively, the wall drain can consist of a suitable geocomposite drainage
board material. The wall drain should be hydraulically connected to the foundation drain.
5.1.5 Mechanically Stabilized Earth (MSE)Wall Design
We understand retaining walls are currently planned and may be constructed as MSE walls. We
also understand the grading plans are preliminary at this time and bottom of wall and top of wall
elevations are not available at this time. The near surface CL as well as MH and CH soils, if
encountered are NOT considered suitable for MSE wall foundation soils or reinforced zone backfill
soils.
The performance of the MSE Walls is highly dependent upon sound design and construction
practices. The design of the MSE Walls shall consider internal, external and global stability. The
following table summarizes the recommended minimum factors of safety (FS) for static design
criteria, as recommended by the National Concrete Masonry Association (NCMA).
Table 5.1.5.1 Minimum Recommended Factors of Safety for MSE Walls
Failure Mode Estimated
value
Base Sliding 1.5
Overturning 2.0
Internal Sliding 1.5
Tensile Overstress 1.5
Pullout 1.5
Connection 1.5
Internal Compound Stability 1.3
Bearing Capacity 2.0
Global Stability 1.3 to 1.5
The results of the required internal and geotechnical stability analyses are highly dependent upon
the engineering properties of the retained, and foundation zone materials. Consequently, the
design of the MSE walls requires the assignment of specific engineering properties to the,
retained and foundation zone soils. Required for design are the soil's total in-place unit weight
and peak effective friction angle and cohesion. However, cohesion is typically ignored for all
materials except the foundation zone materials.

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Maintaining the integrity of the reinforced zone is critical to wall performance. Any below grade
utilities should be situated outside the reinforced zone to limit potential conflicts between the
reinforcement and below grade structures. The wall designer should contemplate the location
and use of any below grade utilities during the design process, and should coordinate with the
Civil Engineer where possible to relocate the utilities outside of the reinforced zone.
The wall designer should specify allowable backfill material including unit weight, relative
compaction and shear strength requirements as well as a testing frequency to verify compaction
and design shear strength properties. All soils used as backfill within the retaining walls should
have USCS classifications of Silty SAND (SM) or more granular with a maximum of 35% fines (i.e.,
passing No. 200 Sieve size) and minimum angle of internal friction of 28 degrees when
compacted to a minimum of 95%of its maximum dry density per ASTM D 698.
The preceding paragraphs and tables are intended to provide a general overview of the design
and construction of the MSE Walls. Specific guidance regarding the design and construction of
MSE Walls can be found in the current edition of the NCMA Design Manual for Segmental
Retaining Walls.
MSE walls in the Charlotte region are frequently incorporated into the project through a
delegated design delivery approach. However, geotechnically complex project sites we
recommend the owner engage the wall designer and incorporate wall construction documents
into the bid package. This method allows the wall designer to coordinate with the rest of the
design team and incorporate applicable modifications into the wall design. If desired, ECS would
be pleased to assist with wall design.
5.2 Site Design Considerations
5.2.1 Cut and Fill Slopes
Preliminary site grading information was not available at the time of this report, however ECS
anticipates maximum cut and fill slopes on the order of approximately 10 feet or less. We
recommend that permanent cut slopes with less than 10 feet crest height through undisturbed
residual soils be constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less than
10 feet tall may be constructed using engineered fill at a slope of 2.5:1 or flatter. However, a slope
of 3:1 or flatter may be desirable to permit establishment of vegetation, safe mowing, and
maintenance. The surface of cut and fill slopes should be adequately compacted. Permanent
slopes should be protected using vegetation or other means to prevent erosion.
A slope stability analysis should be performed on cut and fill slopes exceeding 10 feet in height to
determine a slope inclination resulting in a factor of safety greater than 1.4. Upon finalization of
site civil drawings, ECS should be contacted to perform slope stability analysis and determine if
further exploration is necessary.
The outside face of building foundations and the edges of pavements placed near slopes should
be located an appropriate distance from the slope. Buildings or pavements placed at the top of fill
slopes should be placed a distance equal to at least 1/3 of the height of the slope behind the crest
of the slope.
Buildings or pavements near the bottom of a slope should be located at least %2 of the height of
the slope from the toe of the slope. Slopes with structures located closer than these limits or
slopes taller than the height limits indicated should be specifically evaluated by the geotechnical
engineer and may require approval from the building code official.

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Temporary slopes in confined or open excavations should perform satisfactorily at inclinations of
2:1. Excavations should conform to applicable OSHA regulations. Appropriately sized ditches
should run above and parallel to the crest of permanent slopes to divert surface runoff away from
the slope face. To aid in obtaining proper compaction on the slope face, the fill slopes should be
overbuilt with properly compacted structural fill and then excavated back to the proposed grades.
5.2.2 Pavement Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
accordance with the recommendations in the "Subgrade Preparation" and "Earthwork
Operations" sections of this report.
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 aggregate base course layer, softening of the subgrades and other problems related to the
deterioration of the pavement can be expected. Furthermore, positive drainage should help
reduce the possibility of the subgrade materials becoming saturated during the normal service
period of the pavement.
Based on our past experience with similar facilities and subsurface conditions, we present the
following design pavement sections, provided the recommendations contained in this report are
implemented. We have assumed a California Bearing Ratio (CBR) value of 4, which is
representative of the subgrade soils encountered at this site. Therefore, we have developed the
pavement sections recommended below using AASHTO guidelines with a CBR value of 4,
assuming the existing subgrades are satisfactorily evaluated during proofrolling and repaired in
accordance with the geotechnical engineer's recommendations. ECS has estimated the provided
pavement sections based upon a 20 year life, with equivalent single axle loadings of
approximately 10,000 and 100,000 ESALs for light-duty and heavy-duty pavements, respectively.
Table 5.2.2.1: Pavement Section Recommendations
Light Duty Portland Cement
Material Designation Asphalt Heavy Duty Concrete(PCC)
Pavement Asphalt Pavement Pavement
Asphalt Surface Course(S9.5B) 3 inches 1.5 inches -
Intermediate Coarse(119.0B) - 2.5 inches -
Portland Cement Concrete - - 6 inches
Aggregate Base Course 6 inches 8 inches 6 inches
ECS should be allowed to review these recommendations and make appropriate revisions based
upon the formulation of the final traffic design criteria for the project. It is important to note that
the design sections do not account for construction traffic loading.
The aggregate base course materials beneath pavements and sidewalks should be compacted to
at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557).
Front-loading trash dumpsters frequently impose concentrated front-wheel loads on pavements
during loading. This type of loading typically results in rutting of bituminous pavements and
ultimately pavement failures and costly repairs. Therefore, we suggest that the pavements in
trash pickup areas utilize the aforementioned Portland Cement Concrete (PCC) pavement section.

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It may be prudent to use rigid pavement sections in all areas planned for heavy truck traffic. Such
a PCC section would typically consist of 6 inches of 4,000 psi, air-entrained concrete over not less
than 6 inches of compacted aggregate base course. Appropriate steel reinforcing and jointing
should also be incorporated into the design of all PCC pavements.
It should be noted that these design recommendations may not satisfy the North Carolina
Department of Transportation traffic guidelines. Any roadways constructed for public use and to
be dedicated to the State for repair and maintenance must be designed in accordance with the
State requirements.
We emphasize that good base course drainage is essential for successful pavement performance.
Water buildup in the base course will result in premature pavement failures. The subgrade and
pavement should be graded to provide effective runoff to either the outer limits of the paved
area or to catch basins so that standing water will not accumulate on the subgrade or pavement.
The pavement at locations for refuse dumpsters should be properly designed for the high axial
loads and twisting movements of the trucks. Consideration should be given to the use of concrete
pavement for the dumpster and approach areas. We recommend that the refuse collector be
consulted to determine the size and thickness of the concrete pads for dumpsters.
At locations where delivery truck, semi-trailers, and/or buses will be turning and maneuvering,
the flexible pavement section should be designed to resist the anticipated shear stress on the
pavement throughout the required pavement service life.

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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 vegetation, rootmat, topsoil, and any other
soft or unsuitable materials from the 10-foot expanded building and 5-foot expanded pavement
limits and to 5 feet beyond the toe of structural fills. Deeper topsoil or organic laden soils may be
present in wet, low-lying, and poorly drained areas. 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 unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of 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 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. In the event that unstable or "pumping" subgrade is identified by the proofrolling,
those areas should be marked for repair prior to the placement of 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 with regard to the existing conditions causing
the instability. A test pit(s) may be excavated to explore the shallow subsurface materials in the
area of 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 Stabilization
Subgrade Benching: Fill should not be placed on ground with a slope steeper than 5H:1V, unless
the fill is confined by an opposing slope, such as in a ravine. Otherwise, where steeper slopes
exist, the ground should be benched so as to allow for fill placement on a horizontal surface.
Subgrade Stabilization: In 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.
6.2 Earthwork Operations
6.2.1 Below Grade Excavation
We anticipate a majority 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. Information regarding the depth of the planned utilities and preliminary grading
information was not provided at the time of this report. Depending on the depth of the planned
foundations and utilities, difficult excavation into PWR and auger refusal materials may be
encountered during some foundation and utility excavation.

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Partially weathered rock and rock should be taken into consideration by the site civil designer
when developing foundation, storm drainage, and utility plans. Once final design is available, ECS
should review this information with regard to difficult excavation.
We would like to point out that our experience indicates rock in a weathered, boulder, and/or
massive form varies erratically in location and depth within the Piedmont Geologic Province, of
which Stanly County is part. Due to the variability of the Piedmont soils, there is always a
potential that these materials could be encountered at shallower depths between the boring
locations. The depth to, and thickness of weathered rock, rock lenses or seams, and bedrock, can
vary dramatically in short distances and between boring locations; therefore, weathered rock
and/or bedrock should be anticipated during construction at locations or depths, between boring
locations, not encountered during this exploration.
Typically, in mass excavation for general site work, materials with an N-value of 50 blows per 3 to
6 inches of penetration can be excavated with moderate to heavy effort using appropriately sized
equipment, such as a large track-hoe (e.g., Caterpillar 330 with rock teeth or a D-8 bulldozer with
a single ripping tooth). In confined excavations such as foundations, utility trenches, etc., removal
of PWR may require use of heavy duty backhoes, pneumatic spades, or blasting. Material that
exhibits less than 3 inches of penetration per 50 blows and material causing auger refusal will
likely require jack hammering, blasting or drilling to facilitate removal. Due to the apparent
quality of the refusal materials and local geology, we anticipate that blasting will be required in
excavations that extend below the depths/elevations indicated as "Auger Refusal" in our boring
logs.
Rock materials will normally require blasting for removal in all types of excavations. Blasting in
foundation excavations must be done carefully to prevent damage to the bearing materials and
nearby buildings or roadways/utilities. The gradation of the material removed by ripping or
blasting will likely be erratic.
As a general guide,we recommend the following definitions be used to define rock:
General Excavation
Rip Rock: Material that cannot be removed by scrapers, loaders, pans, dozers, or
graders; and requires the use of a single-tooth ripper mounted on a
crawler tractor having a minimum draw bar pull rated at not less than
56,000 pounds.
Blast Rock: Material which cannot be excavated with a single-tooth ripper mounted
on a crawler tractor having a minimum draw bar pull rated at not less
than 56,000 pounds (Caterpillar D-8 or equivalent) or by a Caterpillar 977
front-end loader or equivalent; and occupying an original volume of at
least one (1) cubic yard.
Trench Excavation
Blast Rock: Material which cannot be excavated with a backhoe having a bucket
curling force rated at not less than 25,700 pounds (Caterpillar Model 225
or equivalent), and occupying an original volume of at least one-half(1/2)
cubic yard.

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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 for compaction. Import materials should be tested prior to being hauled to
the site to determine if they meet project specifications.
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 Table 6.2.5.1
Table 6.2.2.1 Structural Fill Index Properties
Location LL PI
Building Areas 50 max 30 max
Pavement Areas 50 max 30 max
MSE Retaining Walls 30 max 6 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), and high plasticity Clay (CH). The owner 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 2 feet
below pavement subgrades outside the expanded building limits and within non-structural areas.
MSE Wall Backfill: Mechanically Stabilized Earth (MSE) retaining walls are planned for this project.
MSE retaining walls generally require stricter requirements for plasticity, strength, and fines
content within the reinforced zone. MSE wall backfill should be limited to soils with a fines
content of less than 35%, a liquid limit less than 30 and a Plasticity Index of less than 6. MSE wall
reinforced backfill should consist of inorganic soils classified as SM, SW, SP, GW, or GM.
Individual wall designers may elect to lessen the requirements just presented based on final wall
geometry and site conditions.
6.2.3 Compaction
Structural Fill Compaction: Structural Fill within the expanded building, pavement, and
embankment limits should be placed in maximum 8-inch loose lifts, moisture conditioned as
necessary to within -2 and +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) except within 24 inches of finished soil subgrade elevation beneath slab-on-grade
and pavements. Within the top 24 inches of finished soil subgrade elevation beneath slab on
grade and pavements,the approved project fill should be compacted to at least 100 percent 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 expanded 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. Filling

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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 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 work day, 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 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.
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 has a tendency 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 up 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,

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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 1 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 structures. 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.
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. Proofrolling 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 Structural Fill should be
moisture conditioned to within -2/+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.
Excavation Safety: 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

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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, in order to lower moisture contents to levels appropriate 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 successful compaction according to the
project requirements.
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 and existing pavement
areas. Haul roads and construction staging areas could be covered with excess depths of
aggregate to protect those subgrades. The aggregate can later be removed and used in pavement
areas.
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 familiar with applicable OSHA codes to ensure that adequate
protection of the excavations and trench walls is provided.
Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and
maintain good site drainage during earthwork operations to maintain the integrity of the surface
soils. Erosion and sedimentation controls should be in accordance with sound engineering
practices and local requirements.

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7.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. 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 immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to 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 recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

APPENDIX A - Drawings & Reports
Site Vicinity Map
Boring Location Diagram
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REVISIONS FIGURE
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SETTING THE DATE
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05-02-2019
FOR SERVICE

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08-13457
Belshire of Waxhaw
REVISIONS FIGURE
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SETTING THE DATE
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FOR

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Boring Logs B-1 through B-15
Generalized Subsurface Profile

�..
REFERENCE NOTES FOR BORING LOGS
MATERIAL1'2 DRILLING SAMPLING SYMBOLS&ABBREVIATIONS
MI ASPHALT SS Split Spoon Sampler PM Pressuremeter Test
ST Shelby Tube Sampler RD Rock Bit Drilling
e��3 � CONCRETE., WS Wash Sample RC Rock Core, NX, BX,AX
�
`K.:.' ik BS Bulk Sample of Cuttings REC Rock Sample Recovery%
0 GRAVEL
� PA Power Auger(no sample) RQD Rock Quality Designation%
C
HSA Hollow Stem Auger
i' °- 4',< ;;
,� TOPSOIL
�a:� ^• PARTICLE SIZE IDENTIFICATION
VOID DESIGNATION PARTICLE SIZES
I I I Boulders 12 inches(300 mm)or larger
I ) BRICK Cobbles 3 inches to 12 inches(75 mm to 300 mm)
Da AGGREGATE BASE COURSE Gravel: Coarse 3/4 inch to 3 inches(19 mm to 75 mm)
Q®e? Fine 4.75 mm to 19 mm(No.4 sieve to 3/4 inch)
rN FILLS MAN-PLACED SOILS Sand: Coarse 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
_4'`1,: Medium 0.425 mm to 2.00 mm (No.40 to No. 10 sieve)
GW WELL-GRADED GRAVEL Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
gravel-sand mixtures,little or no fines
Silt&Clay("Fines") <0.074 mm(smaller than a No.200 sieve)
*6 hitaiGP POORLY-GRADED GRAVEL
le gravel-sand mixtures,little or no fines _
KV; GM SILTY GRAVEL COHESIVE SILTS&CLAYS COARSE FINE
AIM gravel-sand-silt mixtures UNCONFINED RELATIVE GRAINED GRAINED
GC CLAYEY GRAVEL COMPRESSIVE SPT5 CONSISTENCY AMOUNT (%)8 (%)8
r°' gravel-sand-clay mixtures STRENGTH,Qp4 (BPF) (COHESIVE)
Trace <5 <5
SW WELL-GRADED SAND <0.25 <3 Very Soft Dual Symbol 10 10
.,,, gravelly sand,little or no fines 0.25-<0.50 3-4 Soft (ex:SW-SM)
SP POORLY-GRADED SAND 0.50-<1.00 5-8 Firm
,.1 gravelly sand,little or no fines With 15 20 15 25
®-°- 1.00-<2.00 9-15 Stiff Adjective >25 >30
gSM SILTY SAND 16 30 VeryStiff (ex:"Silty")
sand-silt mixtures 2.00-<4.00
Mb iill
SC CLAYEY SAND 4.00-8.00 31 -50 Hard
„' sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6
ML SILT v WL Water Level(WS)(WD)
non-plastic to medium plasticity GRAVELS,SANDS&NON-COHESIVE SILTS (WS)While Sampling
I I I
I I MH ELASTIChighplasticity SILT SPT5 DENSITY (WD)While Drilling
<5 Very Loose ! SHW Seasonal High WT
VI °,,:` r' CL LEAN CLAY ♦ ACR After CasingRemoval
�." E low to medium plasticity 5-10 Loose
CH FAT CLAY 11 -30 Medium Dense v SWT Stabilized Water Table
Vi high plasticity 31 -50 Dense DCI Dry Cave-In
` ' OL ORGANIC SILT or CLAY >50 Very Dense WCI Wet Cave-In
non-plastic to low plasticity
OH ORGANIC SILT or CLAY
high plasticity
PT PEAT
highly organic soils
Classifications and symbols per ASTM D 2488-09(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).
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.
7Minor deviation from ASTM D 2488-09 Note 16.
6Percentages are estimated to the nearest 5%per ASTM D 2488-09.
Reference Notes for Boring Logs(03-22-2017) ©2017 ECS Corporate Services,LLC. All Rights Reserved

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-1 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>1� 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 661 w > ® STANDARD PENETRATION
o CO CO CO C d m BLOWS/FT
0 — -\Topsoil Thickness[3.001 / \x/n.x.-
(ML Residual),SANDY SILT, reddish brown to 660 5
— S-1 SS 18 15 tannish brown, moist,very stiff to hard 9 21 ►:�
12
_ 5
S-2 SS 18 16 9 24 ►D
5 15
i 655 7
_ S-3 SS 18 11 17 ►D
24 41
4
_- S-4 SS 18 12 _ 10 ►�D
10, 11
— —650
_ 6
_ S-5 SS 18 12 _ 16 41 ►:�
15' 25
— —645
_ 11
_ S-6 SS 18 11 _ 14 44
30
20' END OF BORING @ 20.0'— —640
25— -
- —635
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 16.6
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-2 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 662 w > ® STANDARD PENETRATION
o CO CO CO w coBLOWS/FT
o — \Topsoil Thickness[2.00"] / <,
' (ML Residual),SANDY SILT, reddish brown to - 5
— S-1 SS 18 14 tan,moist,very stiff to hard —660 9 2. ►.�
11
_ 4
S-2 SS 18 13 6 17 �D
5' = 11
' - 9
— S-3 SS 18 16 —655 12 2• ►D
17
_ 6
S-4 SS 18 14 - 8 25 ►:�
10 17
— —650
_ 10
_ S-5 SS 18 15 _ 11 27 ►:�
15' 16
— 645
_ _ 13
_ S-6 SS 18 15 _ 16 37 ►:�
21
20' END OF BORING @ 20.0' -
— —640
25— —
— —635
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 16.2
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-3 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z S) E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 648 W > ® STANDARD PENETRATION
o CO CO COo w coBLOWS/FT
o ,Topsoil Thickness[6.001 ,
(CL Residual),SANDY CLAY,brown,moist, 2
' S-1 SS 18 16 stiff 4 1 r—
►:�
�� 6
(ML)SANDY SILT,brown to tan,moist,firm — 645
_ 3
S-2 SS 18 15 3 7 ►:�
5' — 4
(ML) SANDY SILT,tan,moist,very stiff to hard 6
_ S-3 SS 18 14 7 1• ►D
12
— —640
_ 10
_ S-4 SS 18 16 _ 12 ►�D
10' — 21 33
— —635
_ 11
_ S-5 SS 18 11 _ 14 3 ►:�
15' 18
— —630
9
S-6 SS 18 14 14 41 ►)
27
20' END OF BORING @ 20.0' —
— —625
25—
— —620
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 12.8
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET
Broadstreet Homes 08:13457 B-4 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO OTM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% — — — REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • co P LIMIT% CONTENT% LIMIT%
a w X • A
BOTTOM OF CASING M LOSS OF CIRCULATION>1007=2 z
w w w w F
a g g 8SURFACE ELEVATION 653 w > ® STANDARD PENETRATION
o CD CD CD C w coBLOWS/FT
0 — -\Topsoil Thickness[3.001 '—
(ML Residual),SANDY SILT, reddish brown to 3
S-1 SS 18 13 tan, moist,stiff to very stiff = 4 13
9
—650
4
S-2 SS 18 16 6 15
5 — 9
6
S-3 SS 18 16 6 16
10
—645
6
S-4 SS 18 15 _ 11
14 25
10' END OF BORING @ 10.0'
—640
15—
—635
20—
—630
25—
—625
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WD BORING STARTED 04/30/19 CAVE IN DEPTH 6.2
• WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-5 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 BOTTOM OF CASING M LOSS OF CIRCULATION>100x\/ 1 Z X •
�y Z F- ❑ OC> O io
W W W W cc F
in-
a 1- 1 1 Ov SURFACE ELEVATION 645 w > ® STANDARD PENETRATION
o CO CO COi o w m BLOWS/FT
o — -Topsoil Thickness[4.00"] / ``<7A\x,_ 645
(ML Residual)SANDY SILT,tan,moist,very — 16
_ S-1 SS 18 11 hard _ 23 73 ►D
50
(PWR) PARTIALLY WEATHERED ROCK {`; —
SAMPLED AS SANDY SILT,tan rL- 13
S 2 SS 17 7 I 27 100+ ►.�
5— `640 50/5
. . r
(ML Residual),SANDY SILT,tan, moist, hard 13
_ S-3 SS 18 10 24 48 ►D
24
_ 17
_ S-4 SS 18 12 _ 23 4• ►:�
10' —635 26
(PWR) PARTIALLY WEATHERED ROCK ',.,.„
— SAMPLED AS SANDY SILT,tan I�-, 20
— S-5 SS 11 6 — 50/5 100+ ►:�
,I,
15— ,630
—
-r,,
F
l
— S-6 SS 10 5 ;, 9', 50/4 100+ ►D
20— END OF BORING @ 19.33' —625
25— —620
30— —615
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 15.8
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-6 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / W O
io
W W W W F
aaa
g g g p SURFACE ELEVATION 632 w >
® STANDARD PENETRATION
a
1-
o CO CO COo w coBLOWS/FT
o — -\Topsoil Thickness[3.001 / \x/n.x.—
(ML Residuum),SANDY SILT,orangish brown, — 3
S-1 SS 18 15 moist,soft to firm 3 6 ►:�
—630 3
_ 2
S-2 SS 18 16 3 7 ►:�
5' — 4
1
— S-3 SS 18 14 —625 I ►�� 3
2
_ 2
_ S-4 SS 18 13 _ 1 ►d 3
10 — 2
—
(ML),SANDY SILT,orangish brown, moist,firm 620
— to stiff —
_ 2
_ S-5 SS 18 14 _ 3 7 ►:�
15' 4
i
— 615
_ 2
_ S-6 SS 18 16 4 • ►:�
5
20' END OF BORING @ 20.0' —
— —610
25— —
— —605
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL 12.0 WS❑ WD® BORING STARTED 04/30/19 CAVE IN DEPTH 16.6
31 WL(SHW) t WL(ACR) 16.0 BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-7 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
2-' DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z ' E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100.4\/ 1 Z X • A
�y Z F- ❑ OC O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 638 w > ® STANDARD PENETRATION
o CO CO COo w coBLOWS/FT
o — -\Topsoil Thickness[5.00"] / ``<', `
(ML Residual),SANDY SILT,dark brown, moist, - 3
_ S-1 SS 18 17 firm _ 4 8 Ci
4
— —635
2
S-2 SS 18 14 2 6
5 — 4
(ML) SANDY SILT,tan,moist,very stiff to hard - 3 22
_ S-3 SS 18 14 8 ►D
14
— —630
_ 14
S-4 SS 18 16 - 15 $5 ►D
10 20
— —625
_ 9
_ S-5 SS 18 10 _ 20 4• ►:�
15' 29
— —620
_ 6
_ S-6 SS 18 13 _ 12 37 ►:�
25
20' END OF BORING @ 20.0' -
— —615
25—
— —610
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 13.0
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-8 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>UV 1 Z X • A
�y Z F- ❑ OC O io
W W W W F
in-
a 1- 1 1 Ov SURFACE ELEVATION 662 w > ® STANDARD PENETRATION
o CO CO C o W m BLOWS/FT
o — Topsoil Thickness[3.00"] / ;
S-1 SS 5 2 (PWR) PARTIALLY WEATHERED ROCK `P.&. 50/5 100+-®
SAMPLED AS SANDY SILT,tan '•.•r, 660
\S-2 SS 3 0 50/3 100+,0
�f
5—
AS-3 SS 3 3 •, 50/3 100+-0
— ""f 655
\S-4 SS 1 1 50/1 0
END OF BORING @ 8.58' — 100+
10— —
— —650
15— —
— —645
20— —
— —640
25— —
— —635
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WD® BORING STARTED 04/30/19 CAVE IN DEPTH 5.6
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET ii
li
Broadstreet Homes 08:13457 B-9 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 654 w > ® STANDARD PENETRATION
o CO CO COo W coBLOWS/FT
o — -\Topsoil Thickness[4.50"] / `�-
(ML Residual),SANDY SILT,brown,moist,firm - 2
_ S-1 SS 18 14 t0 Stiff _ 3 7
4
_ 2
S-2 SS 18 15 —650 4 , �14
5
5' —
- 3
_ S-3 SS 18 12 4 8 �D
4
_ 3
_ S-4 SS 18 14 645 4
10 5 q
END OF BORING @ 10.0'
— —640
15—
— —635
20—
— —630
25— —
— —625
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 6.9
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-10 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a a a p w > ® STANDARD PENETRATION
a g g g U SURFACE ELEVATION 639 1-
w V) Cl) uai o w m BLOWS/FT
o — -\Topsoil Thickness[3.001 / \x/n.x.-
' (ML Residual),SANDY SILT,orangish brown, - 4
— S-1 SS 18 6 moist,stiff to very stiff — 6 12 ►:�
6
_ 5
S-2 SS 18 8 —635 6 13 ►D
7
5' —
' - 4
S-3 SS 18 9 7 1• ►:�
12
_ 5
_ S-4 SS 18 10 630 9 2I ►:�
10 — 11
(ML)SANDY SILT,brownish tan,moist, hard
_ 13
_ S 5 SS 18 8 —625 18 47 ►:�
15 — 29
_ 15
S-6 SS 18 3 —620 14 41 ►:�
27
20 END OF BORING @ 20.0' -
— —615
25—
— —610
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 16.2
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-11 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
• a a a p w > ® STANDARD PENETRATION
a g g g U SURFACE ELEVATION 630 1-
w• V) Cl) uai o w m BLOWS/FT
o — -\Topsoil Thickness[5.001 / 'v<,,_ 630
(ML Residual),SANDY SILT, reddish brown, - 5
_ S-1 SS 18 16 moist,stiff _ 6 12 ►:�
6
_ 3
S-2 SS 18 15 5 12 ►D
5 —625 7
(ML)SANDY SILT,brown to white, moist, hard
S-3 SS 18 11 to very hard - 24 ►��
32
_ 18
_ S-4 SS 18 15 _ 21 47 ►D
10 —620 26
_ 17
_ S-5 SS 18 18 _ 17 45 ►D
15' —615 28
_ 7
S-6 SS 18 13 14 34 ►:�
20
20' 610
END OF BORING @ 20.0' -
25— —605
30— —600
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 12.9
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-12 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 658 w > ® STANDARD PENETRATION
w CO CO COi o w m BLOWS/FT
o — (ML Residual),SANDY SILT, reddish brown to —
' tan,moist,stiff to very stiff 5
_ S-1 SS 18 2 _ 6 12 ►:�
6
— —655
_ 5
S-2 SS 18 4 6 14 ►:�
5' — 8
(ML) SANDY SILT,tan,moist,very stiff to hard — 12
— S-3 SS 18 10 13 25 ►D
12
— —650
_ 14
S-4 SS 18 11 — 16 3 ►:�
10 — 17
— —645
_ 6
_ S-5 SS 18 9 _ 8 24 ►:�
15' 16
— —640
_ 7
_ S-6 SS 18 9 7 22 ►:�
15
20' END OF BORING @ 20.0' —
— —635
25—
— —630
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 17.0
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-13 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z S) E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>1� 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
I a a a p w > ® STANDARD PENETRATION
a g g g U SURFACE ELEVATION 649 1-
w V) Cl) uai o w m BLOWS/FT
o — -\Topsoil Thickness[4.501 / `�—
(ML Residual),SANDY SILT, reddish brown, — 4
S-1 SS 18 12 moist, stiff 6 137
_ 3
S-2 SS 18 14 —645 5 13 �D
8
5' —
' (ML) SANDY SILT,tan,moist, hard7— 32
S-3 SS 18 15 14
18
_ 17
_ S-4 SS 18 14 640 18 4 �D
10 24
_ 16
_ S-5 SS 18 13 635 17 36
15' 19
_ 12
_ S-6 SS 18 12 —630 17 4i ►,
23
20' END OF BORING @ 20.0' —
— —625
25—
— —620
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 13.3
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-14 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
a 1- 1 1 Ov SURFACE ELEVATION 631 w > ® STANDARD PENETRATION
o CO CO CO C d m BLOWS/FT
6 — -\Topsoil Thickness[4.00"] / ,K7.\x
(ML Residual),SANDY SILT,brown,moist, 630 10
_ S-1 SS 18 4 hard 17 42 ►:'
25
10_
S-2 SS 18 10 13 4' D
5 27
(PWR) PARTIALLY WEATHERED ROCK 'cam-625
S 3 SS 17 2 SAMPLED AS SANDY SILT, brown ; '— 20 100+ ►e
" J 50/5
26
— S-4 SS 11 3 - =' 50/5 100+ ►:�
10-
- ?r—620
• T_
— "�
(ML Residual),SANDY SILT,tan,moist,very— hard —
_ 27
_ S-5 SS 18 7 _ 35 84 ►:�
15' 49
— —615
_ 30
_ S-6 SS 18 8 _ 37 87 c�
50
20' END OF BORING @ 20.0'— —610
25— -
- —605
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 14.8
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
• WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

CLIENT Job#: BORING# SHEET Il
Il
Broadstreet Homes 08:13457 B-15 1 OF 1 1
PROJECT NAME ARCHITECT-ENGINEER
Belshire of Waxhaw- GEO �TM
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
4401 Helms Road, Waxhaw, Union County, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% - — - REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
UJ z C E LIMIT% CONTENT% LIMIT%
O as} 5 > BOTTOM OF CASING M LOSS OF CIRCULATION>100x\ 1 Z X • A
�y Z F- ❑ OC / O io
W W W W F
1- a a a p w * ® STANDARD PENETRATION
a g g g U SURFACE ELEVATION 650 1-
w CO CO COi o w m BLOWS/FT
0 — (ML Residual),SANDY SILT,orangish brown, — 650
moist,firm to stiff 3
_ S-1 SS 18 9 _ 3 7
4
_ 3
S-2 SS 18 7 5 11 D
5' —645 6
' — 4
S-3 SS 18 6 5 12 ►:f
7
(ML)SANDY SILT,orangish tan,moist,very
— stiff 6
_ S-4 SS 18 9 _ 7 17 ►D
10 —640 10
_ 7
_ S-5 SS 18 10 _ 12 2• ►:�
15 —635 17
_ 8
S-6 SS 18 10 10 24 ►:�
14
20' 630
END OF BORING @ 20.0' —
25— —625
30— —620
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDEl BORING STARTED 04/30/19 CAVE IN DEPTH 16.9
31 WL(SHW) t WL(ACR) GNE BORING COMPLETED 04/30/19 HAMMER TYPE Auto
WL RIG Diedrich D50 FOREMAN Craig Boyce DRILLING METHOD HSA

SOIL CLASSIFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
ST-SHELBY TUBE RC-ROCK CORE PM-PRESSURE METER NOTE:NUMBERS IMMEDIATELY TO THE LEFT OF THE BORING PROFILE ARE SPT-N VALUES. V WATER LEVEL-DURING DRILLING/SAMPLING
��{{..77�� FILL
r,MA.6W-WELL GRADED GRAVEL GC-CLAYEY GRAVEL CL-LOW PLASTICITY CLAY SP POORLY GRADED SAND ®OH-FR6H ELASTICITY ORGANIC SILTS AND CLAYSWR-WEATHERED ROCK •- TOPSOIL M CONCRETE IGNEOUS I WATER LEVEL-SEASONAL,HIGH WATER
1,I��,� I WATER LEVB.-AFTER CASING REMOVAL
{7 GM-SILTY GRAVEL SW-WELL GRADED SAND Hi HIGH PLASTICITY SILT E SC-CLAYEY SAND I//OL-LOW ELASTICITY ORGANIC SILTS AND CLAY ®EWE-PARTIALLY WEATHERED ROCK .-POSSIBLE FILL .ASPHALT -VOID -METAMORPHIC
!�'. / V WATER LEVEL-AFTER 24 HOURS
074.1 AP-POORLY GRADED GRAVEL ML-LOW PLASTICITY SILT jSM-SILTY SAND CH-HIGH PLASTICITY CLAY PT-PEAT .- ..:GRAVEL SEDIMENTARY PLASTIC WATER TER %PASSING*SIO SIEVE LMU
PROBABLE FILL
X
675 675
B-1 B-2 -
I
660 21 = ML 20 660
24 17
B-4
41 29 I
21 ML 25 ML B-3 13
27 I 15 ML B-5
41 10
CL I m
eJLI- 645 44 37 7 ML 25 73 ML 645
19 END OF BORING 10 WR B-7 {
END OF BORING @ 20, 33 @ 10' 48
o @ 20' 49 ML B-6 8 ML -
77- 32 I 6
Q22
630 41 101 WR 6 35 630 N
LU END OF BORING 10f 3 ML -+
@ 20' END OF BORING 3 49
@ 19.33' a -
7 37-_
615 = END OF BORING 615
9 _ @20'
END OF BORING
@ 20'
600 600
Generalized Subsurface Profile
(Borings B-1 through B-7)
NOTES: Belshire of Waxhaw - GEO
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. Broadstreet Homes
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). 4401 Helms Road, Waxhaw, Union County, NC
I PROJECT NO1:3457 I DATE:5/3/2019 I VERTICAL SCALff`.'=15'

SOIL CLASSIFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
FILL
��{{..77�� ST-SHELBY TUBE RC-ROCK CORE PM PRESSURE METER NOTE:NUMBERS IMMEDIATELY TO THE LEFT OF THE BORING PROFILE ARE SPT-N VALUESV. WATER IEVB.-DURING DRILLING/SAMPLING
r,MA.6W-WELL GRADED GRAVEL j GC-CLAYEY GRAVEL CL-LOW PLASTICITY CLAY SP POORLY GRADED SAND ®OH-FR6H PLASTICITY ORGANIC SILTS AND CLAYS WR-WEATHERED ROCK •- TOPSOIL M CONCRETE IGNEOUS I WATER LEVEL-SEASONAL,HIGH WATER
i''`SS'II /I I WATER LEVB.-AFTER CASING REMOVAL
{7 GM-SILTY GRAVEL SW-WELL GRADED SAND ®MH-HIGH PLASTICITY SILT E SC-CLAYEY SAND I//OL-LOW PLASTICITY ORGANIC SILTS AND CLAY ®EWE-PARTIALLY WEATHERED ROCK .-POSSIBLE FILL .ASPHALT -VOID -METAMORPHIC
!'. / V WATER LEVEL-AFTER 24 HOURS
-77
ell AP-POORLY GRADED GRAVEL ML-LOW PLASTICITY SILT jSM-SILTY SAND CH-HIGH PLASTICITY CLAY PT-PEAT .- L.GRAVEL SEDIMENTARY PLASTIC WATER TER %PASSING*SIO SIEVE LOAD
PROBABLE FILL P
X
675 I 675
B-8 -
1
660 10 - B 112 660
10 WIZ B-9
10 I 12 ML
10 + 7 ffi ML 14 B-13 B-15
END OF BORING 25
@ 8.58' 9 ML 33 ffi - -
8 13 7
N 645 9 13 ML 11 ML 645 MI
Li- END OF BORING B-10 24 42 17 {
- @ 10' I
22— 0
12
C - 13 END OF BORING 36 B-14 29
747- 19 ML B-11 @ 20' I 5•
0 d 630 20 I 40- 42 ffi 24 630 N
LU 12 ML 40 ML END OF BORING {
12 END OF BORING
47 @ 20' 10 @ 20' -
56 WR
41
47 10
615 END OF BORING 45 84 ML 615
@ 20'
34 87
END OF BORING END OF BORING
@ 20' @ 20 -
600 600
Generalized Subsurface Profile
(Borings B-8 through B-15)
NOTES: Belshire of Waxhaw - GEO
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. Broadstreet Homes
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). 4401 Helms Road, Waxhaw, Union County, NC
-41-1 PROJECT NO1:3457 I DATE:5/3/2019 I VERTICAL SCALff`.'=15'

Important Information About Your
Geotechnical Engineering Report -.
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for • elevation,configuration,location,orientation,or weight of the
Specific Purposes, Persons, and Projects proposed structure,
Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or
their clients.A geotechnical engineering study conducted for a civil engineer • project ownership.
may not fulfill the needs of a construction contractor or even another civil
engineer.Because each geotechnical engineering study is unique,each geo- As a general rule, always inform your geotechnical engineer of project
technical engineering report is unique,prepared solely for the client.No one changes - even minor ones - and request an assessment of their impact.
except you should rely on your geotechnical engineering report without first Geotechnical engineers cannot accept responsibility or liability for problems
conferring with the geotechnical engineer who prepared it.And no one-not that occur because their reports do not consider developments of which they
even you-should apply the report for any purpose or project except the one were not informed.
originally contemplated.
Subsurface Conditions Can Change
Read the Full Report A geotechnical engineering report is based on conditions that existed at the
Serious problems have occurred because those relying on a geotechnical time the study was performed. Do not rely on a geotechnical engineering
engineering report did not read it all. Do not rely on an executive summary. report whose adequacy may have been affected by:the passage of time; by
Do not read selected elements only. man-made events,such as construction on or adjacent to the site;or by natu-
ral events,such as floods,earthquakes,or groundwater fluctuations.Always
A Geotechnical Engineering Report Is Based on contact the geotechnical engineer before applying the report to determine if it
A Unique Set of Project-Specific Factors is still reliable.A minor amount of additional testing or analysis could prevent
Geotechnical engineers consider a number of unique,project-specific factors major problems.
when establishing the scope of a study. Typical factors include:the client's
goals,objectives,and risk management preferences;the general nature of the Most Geotechnical Findings Are Professional
structure involved, its size, and configuration; the location of the structure Opinions
on the site;and other planned or existing site improvements,such as access Site exploration identifies subsurface conditions only at those points where
roads,parking lots,and underground utilities.Unless the geotechnical engi- subsurface tests are conducted or samples are taken.Geotechnical engineers
neer who conducted the study specifically indicates otherwise,do not rely on review field and laboratory data and then apply their professional judgment
a geotechnical engineering report that was: to render an opinion about subsurface conditions throughout the site.Actual
• not prepared for you, subsurface conditions may differ-sometimes significantly from those indi-
• not prepared for your project, cated in your report.Retaining the geotechnical engineer who developed your
• not prepared for the specific site explored,or report to provide construction observation is the most effective method of
• completed before important project changes were made. managing the risks associated with unanticipated conditions.
Typical changes that can erode the reliability of an existing geotechnical A Report's Recommendations Are Not Final
engineering report include those that affect: Do not overrely on the construction recommendations included in your re-
•the function of the proposed structure,as when it's changed from a port.Those recommendations are not final,because geotechnical engineers
parking garage to an office building,or from alight industrial plant develop them principally from judgment and opinion.Geotechnical engineers
to a refrigerated warehouse, can finalize their recommendations only by observing actual
J

subsurface conditions revealed during construction.The geotechnical engi- to disappointments, claims, and disputes. To help reduce the risk of such
neer who developed your report cannot assume responsibility or liability for outcomes,geotechnical engineers commonly include a variety of explanatory
the report's recommendations if that engineer does not perform construction provisions in their reports. Sometimes labeled "limitations" many of these
observation. provisions indicate where geotechnical engineers' responsibilities begin
and end,to help others recognize their own responsibilities and risks.Read
A Geotechnical Engineering Report Is Subject to these provisions closely.Ask questions.Your geotechnical engineer should
Misinterpretation respond fully and frankly.
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your Geoenvironmental Concerns Are Not Covered
geotechnical engineer confer with appropriate members of the design team The equipment, techniques, and personnel used to perform a geoenviron-
after submitting the report.Also retain your geotechnical engineer to review mental study differ significantly from those used to perform a geotechnical
pertinent elements of the design team's plans and specifications.Contractors study.For that reason,a geotechnical engineering report does not usually re-
can also misinterpret a geotechnical engineering report. Reduce that risk by late any geoenvironmental findings,conclusions,or recommendations;e.g.,
having your geotechnical engineer participate in prebid and preconstruction about the likelihood of encountering underground storage tanks or regulated
conferences,and by providing construction observation. contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
Do Not Redraw the Engineer's Logs formation,ask your geotechnical consultant for risk management guidance.
Geotechnical engineers prepare final boring and testing logs based upon Do not rely on an environmental report prepared for someone else.
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should Obtain Professional Assistance To Deal with Mold
never be redrawn for inclusion in architectural or other design drawings. Diverse strategies can be applied during building design,construction, op-
Only photographic or electronic reproduction is acceptable, but recognize eration,and maintenance to prevent significant amounts of mold from grow-
that separating logs from the report can elevate risk. ing on indoor surfaces.To be effective,all such strategies should be devised
for the express purpose of mold prevention,integrated into a comprehensive
Give Contractors a Complete Report and plan,and executed with diligent oversight by a professional mold prevention
Guidance consultant. Because just a small amount of water or moisture can lead to
Some owners and design professionals mistakenly believe they can make the development of severe mold infestations, a number of mold prevention
contractors liable for unanticipated subsurface conditions by limiting what strategies focus on keeping building surfaces dry. While groundwater, wa-
they provide for bid preparation.To help prevent costly problems,give con- ter infiltration, and similar issues may have been addressed as part of the
tractors the complete geotechnical engineering report,but preface it with a geotechnical engineering study whose findings are conveyed in-this report,
clearly written letter of transmittal.In that letter,advise contractors that the the geotechnical engineer in charge of this project is not a mold prevention
report was not prepared for purposes of bid development and that the report's consultant; none of the services performed in connection with
accuracy is limited;encourage them to confer with the geotechnical engineer the geotechnical engineer's study were designed or conducted
who prepared the report(a modest fee may be required)and/or to conduct ad- for the purpose of mold prevention.Proper implementation of
ditional study to obtain the specific types of information they need or prefer. the recommendations conveyed in this report will not of itself
A prebid conference can also be valuable.Be sure contractors have sufficient be sufficient to prevent mold from growing in or on the struc-
time to perform additional study.Only then might you be in a position to give ture involved.
contractors the best information available to you,while requiring them to at
least share some of the financial responsibilities stemming from unantici- Rely on Your ASFE-Member Geotechnical
pated conditions. Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
Read Responsibility Provisions Closely neers to a wide array of risk management techniques that can be of genuine
Some clients,design professionals,and contractors do not recognize that benefit for everyone involved with a construction project. Confer with your
geotechnical engineering is far less exact than other engineering disciplines. ASFE-member geotechnical engineer for more information.
This lack of understanding has created unrealistic expectations that have led
ASFE
The Best People on Earth
8811 Colesville Road/Suite G106,Silver Spring, MD 20910
Telephone:'301/565-2733 Facsimile:301/589-2017
e-mail: [e-mail] www.asfe.org
Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's specific
written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of ASFE,and only for purposes
of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm,
individual,or other entity that so uses this document without being anASFE member could be committing negligent or intentional(fraudulent)misrepresentation.
I IGER06045.OM

Hydrologic Soil Group—Union County,North Carolina
0
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521600 521700 521800 521900 522000 522100 522200 522300 522400 522500 522600
34°55'42"N 34°55'42"N
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521600 521700 521800 521900 522000 522100 522200 522300 522400 522500 522600
3 3
0 0,
Map Scale:1:4,870 if printed on A landscape(11"x 8.5")sheet. 8
Meters
8 N 0 50 100 200 300 0
Feet
0 200 400 800 1200
Map projedion:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 15,2022—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
GfB2 Georgeville silty clay B 72.3 63.4%
loam,2 to 8 percent
slopes,moderately
eroded
TaB Tarrus gravelly silt loam, B 1.3 tiok
2 to 8 percent slopes
TbB2 Tarrus gravelly silty clay B 4.9 4.3%
loam,2 to 8 percent
slopes,moderately
eroded
TbC2 Tarrus gravelly silty clay B 35.6 31.2%
loam,8 to 15 percent
slopes,moderately
eroded
Totals for Area of Interest 114.1 100.0%
USDA Natural Resources Web Soil Survey 11/20/2023
1111-1. Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

Soil Map—Union County, North Carolina
521600 521700 521800 521900 522000 522100 522200 522300 522400 522500 522600
34°55'42"N i
, , _ 34°55'42"N
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3 3
o m
Map Scale:1:4,870 if printed on A landscape(11"x 8.5")sheet v
v Meters
m N 0 50 100 200 300 °
Feet
0 200 400 800 1200
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils 44 Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
,^w Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
I Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Union County, North Carolina
O Miscellaneous Water Survey Area Data: Version 24,Sep 13,2023
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Apr 15,2022—May
10,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
)\ Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Union County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
GfB2 Georgeville silty clay loam,2 to 72.3 63.4%
8 percent slopes,moderately
eroded
TaB Tarrus gravelly silt loam,2 to 8 1.3 1.1%
percent slopes
TbB2 Tarrus gravelly silty clay loam, 4.9 4.3%
2 to 8 percent slopes,
moderately eroded
TbC2 Tarrus gravelly silty clay loam, 35.6 31.2%
8 to 15 percent slopes,
moderately eroded
Totals for Area of Interest 114.1 100.0%
USDA Natural Resources Web Soil Survey 11/20/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3