SW3220305_Soils/Geotechnical Report_20220325

PREPARED FOR:
Brown and Caldwell
309 East Morehead Street, Suite 160
Charlotte, North Carolina 28202
PREPARED BY:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
October 14, 2020

s
I I Z
October 14, 2020
Brown and Caldwell
309 East Morehead Street, Suite 160
Charlotte, North Carolina 28202
Attention: Mr. George Anipsitakis, P.E.
ganipsitakis(a)brwncald.com
Reference: Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks
6400 Breezy Lane
Concord, North Carolina
S&ME Project No. 1535-20-053
NC PE Firm License No. F-0176
Dear Mr. Anipsitakis:
S&ME, Inc. (S&ME) is pleased to submit this Geotechnical Engineering Report — Revision No. 1 for the above -
referenced project. Geotechnical services were provided in general accordance with our proposal No. 15-2000275
dated August 17, 2020 and authorized by execution of Brown and Caldwell (B&C) Purchase Order No. 35228 on
August 27, 2020. Additional geotechnical services were provided in general accordance with our CO No. 1 dated
September 22, 2020 authorized by email from Mr. George Anipsitakis with (B&C) to Mr. David Bixler with S&ME
on September 22, 2020.
The purpose of the geotechnical study was to determine the general subsurface conditions at the site and to
evaluate those conditions with regard to the design and construction of the project. This report presents our
findings together with our conclusions and recommendations for site construction.
S&ME, Inc. 19751 Southern Pine Boulevard I Charlotte, NC 28273 1 p 704.523.4726 1 www.smeinc.com

's s 13 Geotechnical Engineering Report — Revision No. 1
um
Rocky River Regional WWTP EQ Tanks
air Concord, North Carolina
S&ME Project No. 1535-20-053
S&ME appreciates the opportunity to assist you during this phase of the project. If you should have any questions
concerning this report or if we may be of further assistance, please contact us.
Sincerely,
5&ME, Inc. W66666111,0.,.
SEAL
033560
David A. Bixler C�,F,yQINEEQ•`' �•�~`�
Senior Engineer '0 A BIX��e'•�,,
NC Registration No. �"6011,0'
Senior Reviewed by Kristen H. Hill, P.E., P.G
DB/AR/KH/wj
Alex M. Rodriguez, E.I.
Staff Professional II
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina I
S&ME Project No. 1535-20-053
Table of Contents
1.0 Introduction.......................................................................................................................1
1.1 Project and Site Descriptions........................................................................................................1
1.2 Purpose and Scope.........................................................................................................................1
2.0 Exploration Procedures....................................................................................................2
2.1 Field Testing....................................................................................................................................2
3.0 Area Geology and Subsurface Conditions..................................................................2
3.1 Physiography and Area Geology.................................................................................................2
3.2 Subsurface Conditions...................................................................................................................3
4.0 Conclusions and Recommendations
.............................................................................4
4.1
Earthwork........................................................................................................................................
5
4.1.1
Site Preparation.................................................................................................................................5
4.1.2
Existing Fill Soils..............................................................................................................................5
4.1.3
Excavations.......................................................................................................................................5
4.1.4
GroundwaterlDewatering.................................................................................................................6
4.1.5
Subgrade Evaluation.........................................................................................................................7
4.1.6
Subgrade Repair after Exposure........................................................................................................7
4.1.7
Fill Material and Placement..............................................................................................................8
4.1.8
Cut and Fill Slopes............................................................................................................................8
4.2
Foundation Support.......................................................................................................................8
4.3
Ground/Soil Supported Slabs.......................................................................................................9
4.4
Below -Grade Walls.....................................................................................................................10
5.0 Limitations of Report.....................................................................................................11
List of Figures
Figure 3-1: General Geologic Provinces of North Carolina
Figure 3-2: Typical Piedmont Weathering Profiles (after Sowers/Richardson, 1983)
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina III S
S&ME Project No. 1535-20-053
Appendices
Site Vicinity Plan, Figure 1
Boring Location Plan, Figure 2 and Figure 3
Generalized Subsurface Profile, Figure 4
Legend to Soil Classification and Symbols
Boring Logs, B-1 through B-5
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina III
S&ME Project No. 1535-20-053 S
i
1.0 Introduction
1.1 Project and Site Descriptions
Project information is based on e-mail correspondence from Mr. Carl McDonald with B&C to Mr. Bixler with S&ME
on August 13, 2020 and information contained within the executed subcontract provided by Mr. Anipsitakis to Mr.
Bixler on September 22, 2020. The e-mail correspondence included a site plan with topography and five proposed
boring locations shown and an aerial photo of the site. The information contained in Appendix A of the
subcontractor included tank diameter, top of wall elevation, finished floor elevation and additional site
information.
The site is the existing Rocky River Regional Wastewater Treatment Plant (RRRWWTP) located at 6400 Breezy Lane
in Concord, North Carolina. The provided site plan and correspondence indicates that two new equalization (EQ)
tanks will be constructed on a sloped area at the northern portion of the property. The diameter of the tanks
(noted as #1 and #2 on the provided drawing) will be 160 feet and 250 feet, respectively. The existing slope was
previously a dry biosolids ash disposal area.
Based on the site visit, the site is covered in dense vegetation. Additionally, based on the provided site plan, the
elevations range from 554 feet MSL at the crest of the slope to approximately 540 feet MSL at the center of EQ
tank #1 and 543 feet MSL at the center of EQ tank #2. The overall site generally slopes from northwest to
southeast, with elevations ranging from 554 to 529 feet MSL.
Finished floor elevations proposed for the tanks is 530 feet MSL with top of wall elevations at 565 feet MSL.
Structural loading information was not available at the time of this report.
1.2 Purpose and Scope
The purpose of this geotechnical study was to explore the subsurface conditions at the site and develop
geotechnical recommendations for the design and construction of the proposed project. S&ME has completed
the following scope of geotechnical services for this project:
Contacted North Carolina 811 to have them mark the locations of existing underground utilities in the
exploration areas.
Mobilized an ATV -mounted drill rig and crew to the site.
Performed five soil test borings near the locations provided to depths of 12 to 22.1 feet.
The boring included split -barrel soil sampling at 2.5 to 5-foot intervals. The sampler was driven in general
accordance with the Standard Penetration Test procedures (ASTM D 1586).
Measured groundwater levels at time of drilling and after a stabilization period.
Backfilled all boreholes with commercially bagged grout upon completion of the borings.
Performed geotechnical analyses and prepared this geotechnical report.
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina I
S&ME Project No. 1535-20-053
2.0 Exploration Procedures
2.1 Field Testing
In order to explore the general subsurface conditions at the project site, five soil test borings were drilled to
depths ranging from 12 to 22.1 feet below existing grades. The borings were advanced at the approximate
locations shown on the Boring Location Plans, Figures 2 and 3 in the Appendix. The boring locations were
selected by Brown and Caldwell and located in the field by an S&ME staff professional from our office using a
handheld GPS system.
A CME 550X truck mounted drill rig was used to advance the borings with hollow -stem, continuous flight augers.
Standard Penetration Test (SPT) split -spoon sampling was performed at designated intervals in the soil test
borings in general accordance with ASTM D1586 to provide an index for estimating soil strength and relative
density or consistency. In conjunction with the SPT testing, samples are obtained for soil classification purposes.
Representative portions of each soil sample were placed in plastic bags and taken to our laboratory.
Water level measurements were attempted in each boring at the termination of drilling activities and after a 1-day
waiting period. Upon completion of the water level measurements, the boreholes were backfilled with
commercially bagged grout to the ground surface.
3.0 Area Geology and Subsurface Conditions
3.1 Physiography and Area Geology
The site is located within the Charlotte Belt of the Piedmont Physiographic Province of North Carolina, as shown in
Figure 3-1. The Piedmont Province generally consists of well-rounded hills and ridges, which are dissected by a
well -developed system of draws and streams. The Piedmont Province is predominantly underlain by metamorphic
rock (formed by heat, pressure and/or chemical action) and igneous rock (formed directly from molten material),
which were initially formed during the Precambrian and Paleozoic eras. The volcanic and sedimentary rocks
deposited in the Piedmont Province during the Precambrian eras were the host for the metamorphism and were
changed to gneiss and schist. The more recent Paleozoic era had periods of igneous emplacement, with at least
several episodes of regional metamorphism resulting in the majority of the rock types seen today.
Figure 3-1: General Geologic Provinces of North Carolina
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
S&ME Project No. 1535-20-053
s
0
The topography and relief of the Piedmont Province have developed from differential weathering of the igneous
and metamorphic rock. Because of the continued chemical and physical weathering, the rocks in the Piedmont
Province are now generally covered with a mantle of soil that has weathered in place from the parent bedrock.
These soils have variable thicknesses and are referred to as residuum or residual soils. The residuum is typically
finer grained and has higher clay content near the surface because of the advanced weathering. Similarly, the
soils typically become coarser grained with increasing depth because of decreased weathering. As the degree of
weathering decreases, the residual soils generally retain the overall appearance, texture, gradation and foliations
of the parent rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone termed "Partially
Weathered Rock" is normally found overlying the parent bedrock. Partially Weathered Rock (PWR) is defined for
engineering purposes as residual material with Standard Penetration Resistances (N-values) exceeding 100 blows
per foot. The transition between hard/dense residual soils and PWR occurs at irregular depths due to variations in
degree of weathering. A depiction of typical weathering profiles in the Piedmont Province is presented in Figure
3-2:
MID"
SAPROUTE
(Residuum
Wdb Repo
S
PARTIALLY
WEATHERED
---WCK--
REL4rIYELV
SOLWO
ffQCKZMES
GIVEISS To SCHIST
'.j.Y,•1
y'y q
1
GRANITE To WNW
Figure 3-2: Typical Piedmont Weathering Profiles (after Sowers/Richardson,1983)
Groundwater is typically present in the residual soils and within fractures in the PWR or underlying bedrock in the
Piedmont. On upland ridges in the Piedmont, groundwater may or may not be present in the residual soils above
the PWR and bedrock. Fluctuations in groundwater levels are typical in residual soils and PWR in the Piedmont,
depending on variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels
are expected to occur during orjust after the typically wetter months of the year (November through April).
3.2 Subsurface Conditions
Subsurface conditions as indicated by the soil test borings generally consists of topsoil underlain by fill and/or
residual soils. The residual soils transition into PWR. The generalized subsurface conditions at the site are
described below. Additionally, a Generalized Subsurface Profile drawing of the project area (Figure 4) is presented
in the Appendix. For more detailed soil descriptions and stratifications at a particular boring location, the
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Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina I
S&ME Project No. 1535-20-053
respective boring log should be reviewed. The ground elevations shown on the boring logs were interpolated from
the provided site plan and are approximate.
Surface Materials: A topsoil layer ranging from 2 to 4 inches thick was encountered at the surface in each of the
borings.
Fill Soils: Fill soils were encountered below the surficial materials in Borings B-1, B-2, B-3, and B-5 at depths
extending to 3 to 5.5 feet below the ground surface. The fill soils generally consisted of very loose to dense silty
sand (USCS Classification SM). Based on physical and visual observation of the split -spoon samples, the moisture
content of the fill soils was noted to be moist. Additionally, biosolids ash was encountered in the fill soils in
Borings B-3 and B-5 to a depth of approximately 5.5 feet below the existing ground surface (approximately to
elevation 542.5 and 537.5 feet MSL, respectively. Standard Penetration Resistances (N-values) were inconsistent
and ranged from 4 to 44 blows per foot (bpf), with the majority of the N-Values equal to 8 or less bpf.
Residual Soils: Residual soils were encountered underlying the fill in Borings B-3 and B-5 and underlying the
surficial materials in Boring B-4. The residual soils generally consisted of medium dense to very dense silty sand
(SM), medium dense clayey sand (SC), and stiff sandy clay (CL). SPT N-values ranged from 12 to 69 bpf in the
residual soils. The residual soils were noted to be moist.
Partially Weathered Rock: Partially Weathered Rock (PWR) was encountered underlying the fill or residual soils
in each of the borings. The PWR was encountered at depths ranging from approximately 3 to 17 feet below the
existing ground surface (approximately elevation 522 and 535 feet MSL within the tank footprints and 550 to 551
feet MSL northwest of the tanks). When sampled, the PWR generally breaks down into silty sand.
Auger Refusal Material: Auger refusal was encountered in each of the borings at depths ranging from
approximately 12 to 22.1 feet below the existing ground surface (approximate elevation 516.9 to 541 feet MSL).
Auger refusal is defined as material that could not be penetrated by the drill equipment used on the project.
Auger refusal material may consist of obstructions, boulders, rock ledges, lenses, or could be the top of parent
rock. Rock coring, which was outside the scope of our services, would be required to determine the character and
continuity of the auger refusal material.
Water Levels: Groundwater level measurements were attempted in the borings at the completion of drilling
operations and after a 1-day waiting period. Groundwater was not encountered in any of the borings at the
completion of drilling or after a 1-day waiting period. Water levels tend to fluctuate with seasonal and climatic
variations, as well as with some types of construction operations. Therefore, groundwater may be encountered
during construction at depths not indicated by the borings.
4.0 Conclusions and Recommendations
Our conclusions and recommendations are based on the project information outlined previously and on the data
obtained from the field and laboratory testing program. If the structural loading, geometry or proposed structure
locations are changed or significantly differ from those outlined, or if conditions are encountered during
construction that differ from those encountered by the soil test borings, S&ME requests the opportunity to review
our recommendations based on the new information and make any necessary changes.
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Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
S&ME Project No. 1535-20-053
Generally, the new equalization (EQ) tanks can be constructed as planned, and we recommend that shallow spread
foundations or mat foundations be considered for foundation support. Poorly compacted fill and fill containing
biosolids ash was encountered in the near -surface of some of the borings however, based on the finished floor
elevations provided, we anticipate these materials will be undercut during site grading. Additionally, PWR and/or
rock was encountered in the proposed project area. Difficult excavation beneath the project area should be
expected due to the presence of PWR and auger refusal materials and the anticipated finished floor elevations.
These and other design considerations and their impact to site construction are discussed in detail in the
following sections and should be considered by the structural and project civil engineer.
4.1 Earthwork
4.1.1 Site Preparation
The entire construction area should be stripped of vegetation, topsoil, trash, debris, concrete, and organic
materials to a minimum of 10 feet outside the structural limits. Debris (including topsoil) from stripping
operations should be properly disposed of off -site. Alternatively, topsoil may be used in landscaped areas with
slopes of 4H:1 V (horizontal to vertical) or flatter.
The borings indicate that topsoil and rootmat thicknesses range from 2 to 4 inches. , The depth of topsoil
stripping will also be dependent upon prevailing weather conditions at the time of construction. During wet
conditions, rubber -tired equipment will mix topsoil with underlying "clean" soils, causing stripping depths to be
greater than topsoil depths indicated on the borings. We recommend that topsoil stripping be performed with
light, tracked equipment to reduce disturbance of the underlying soils, or be performed during dry periods.
Any existing underground utilities that will be affected by construction should be properly excavated, removed,
abandoned, or re-routed to facilitate the proposed construction. The resulting excavations should be properly
backfilled as described later in this report. For any utilities that are not removed, care should be taken to not
damage the utility lines during construction.
4.1.2 Existing Fill Soils
Existing fill soils were observed in each boring, except Boring B-4, to depths of approximately 3 to 5.5 feet. The
four borings in which fill were encountered were performed near the western portion of the site on the existing
hill. The fill generally consisted of very loose to dense silty sand (SM). The fill soils encountered in the borings
appeared to be relatively clean and free of deleterious inclusions with the exception of the fill soils encountered in
Borings B-3 and B-5 which contained biosolids ash.
Based on the finished floor elevations provided, we anticipate the existing fill soils will likely be undercut to
achieve finished grades in the EQ tanks footprint and will not affect the foundation support.
4.1.3 Excavations
The boring data indicates that a majority of the excavation will extend through fill and residual soil. However,
borings also encountered PWR, and refusal materials. It must be emphasized that the depth and location of
weathered rock, boulders, and mass rock varies erratically in the Piedmont Physiographic Province, as evidenced
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
S&ME Project No. 1535-20-053
by the depths it was encountered in our borings, and can be pinnacled and will likely be encountered within
foundation and utility excavations throughout the site. The following presents our comments regarding
excavation of these various materials based on our experience.
Low to High Consistency Residual Soils
These materials can be excavated by routine earthmoving equipment. That is, mass excavation can be
accomplished by a bulldozer, moderately heavy front-end loader, or bulldozer pushed scrapper. Local excavation
for shallow utility trenches can be accomplished by a heavy backhoe or tracked excavator.
Partially Weathered Rock
This material can normally be excavated by very hard ripping or diligently using a heavy front-end loader. The
PWR will cause difficulty to a conventional backhoe requiring the use of a heavy tracked excavator operating with
difficulty, with the possibility of some blasting, use of a hoe ram attachment and/or hand excavation using
pneumatic tools where boulders or rock lenses are present.
Mass Rock
Refusal to auger advancement was encountered in each of the borings at depths ranging from 12 to 22.1 feet
(approximately elevations 516.9 and 521 feet MSL within the tank footprints). Excavation below the refusal levels
in the borings should be expected to require the use of rock excavation measures, including pneumatic tools, hoe
ram attachments, and/or blasting. However, any blasting should be evaluated for vibrations and structural or
cosmetic damage to existing site buildings. We suggest the following clauses for rock definition be considered for
use in preparing project specifications:
Rock Excavation - Any material that cannot be excavated with a single tooth ripper drawn by a crawler
tractor having a minimum flywheel power rated at not less than 305 horsepower (Caterpillar D-8N or
equivalent), occupying an original volume of at least one cubic yard or more, and requires blasting or use
of pneumatic hammers.
Trench Excavation - Any material which cannot be excavated with a Caterpillar 345 or equivalent,
occupying an original volume of at least'/z cubic yard or more, and which requires blasting or other rock
excavation methods.
Our experience has found that excavation of PWR and rock is dependent upon the equipment and methods used
by the contractor and the diligence used for excavation of this material. These items should be agreed upon and
understood by all parties prior to grading.
All excavations should be sloped or shored in accordance with local, state, and federal regulations, including
OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is solely responsible for site safety.
This information is provided only as a service and under no circumstances should S&ME be assumed to be
responsible for construction site safety.
4.1.4 GroundwaterlDewatering
Groundwater was not encountered in any of the soil test borings, and as such, permanent dewatering is not
anticipated to be required at the site. However, groundwater levels tend to fluctuate with seasonal and climatic
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
S&ME Project No. 1535-20-053
variations, as well as with some types of construction operations. Therefore, groundwater may be encountered
during construction at depths not indicated by the borings.
4.1.5 Subgrade Evaluation
Upon completion of the stripping activities and select undercutting, we recommend that areas to provide support
for structural fill, foundations and floor slabs should be proofrolled with a loaded dump truck or similar pneumatic
tired vehicle (minimum loaded weight of 20 tons) under the observation of a staff professional or a senior soil
technician. The proofrolling procedures should consist of four complete passes of the exposed areas, with two of
the passes being in a direction perpendicular to the preceding ones. Areas which deflect, rut, or pump excessively
during proofrolling or fail to "tighten up" after successive passes should be undercut to suitable soils and replaced
with compacted structural fill.
After the Subgrade/proofroll evaluation has been completed and stable subgrades have been achieved, backfilling
of the undercut excavation and final site grading should proceed immediately. If construction progresses during
wet weather, the proofrolling operation shall be repeated with at least one pass in each direction immediately
prior to placing aggregate base course in the parking areas or washed stone/aggregate base course in the slab
areas. If unstable conditions are exposed during this operation, additional undercutting or scarifying may be
required.
4.1.6 Subgrade Repair after Exposure
The exposed subgrade material will potentially consist of silty and clayey soils which are known to deteriorate
when exposed to environmental changes such as freezing, erosion, and softening from ponded rainwater. Also,
these materials can deteriorate and rut when exposed to construction traffic.
To alleviate the potential of degrading structural subgrade soils, we recommend that the subgrades be either
immediately covered by slab bearing material, covered with a sacrificial layer of compacted graded stone (NCDOT
ABC) which can also act as a working pad, or graded approximately 6 to 12 inches high and cut at a later date.
Additionally, we recommend that the grading subcontractor smooth -roll exposed subgrades at the end of each
work day, limit construction traffic to defined areas, and protect exposed subgrade soils during construction. This
is essential for construction during the typically wetter, cooler months of November through April. If care is not
taken to protect the subgrade soils, the contractor should be prepared to repair/stabilize the subgrades before
placing slab bearing at his/her expense. Failure to protect these materials should not be considered a changed
condition.
We recommend that exposed subgrade surfaces in the structural areas that have deteriorated be properly
repaired by scarifying and re -compacting immediately prior to additional construction. It should be noted that
the level of difficulty and cost of developing a stable subgrade will depend upon the weather conditions before
and during construction as well as the time available to stabilize the subgrade. If subgrade preparation operations
must be performed during wet weather conditions, undercutting the deteriorated soil and replacing it with
compacted graded stone (NCDOT ABC) may be preferable.
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Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina I
S&ME Project No. 1535-20-053
4.1.7 Fill Material and Placement
All fill used for site grading operations should consist of a clean (free of organics and debris), low plasticity soil
(Liquid Limit less than 50, Plasticity Index less than 25). The proposed fill should have a maximum dry density of at
least 90 pounds per cubic foot as determined by a standard Proctor compaction test, ASTM D698. Structural fill
soils should generally classify as CL, ML, SC, SM, SW, or GW in accordance with the USCS. Additionally, the
maximum grain size should not exceed 3 inches.
The low plasticity fill and residual soils at the site (CL, SC, SM) can typically be used as structural fill. It is
recommended that fill material containing biosolids ash not be re -used as fill in structural areas but may be used
in landscape areas. High plasticity clays (CH), if encountered, can be re -used if placed deeper than 5 feet below
structural subgrades or in landscaped areas.
All fill should be placed in loose lifts not exceeding 8 inches in thickness and at moisture contents within 3 percent
of the optimum moisture content of the material as determined by ASTM D698 (standard Proctor). Each lift of fill
should be uniformly compacted to a dry density of at least 95 percent of the maximum dry density of the material
determined according to ASTM D698 (standard Proctor), with the upper 18 inches of fill compacted to at least 98
percent. The geotechnical engineer's representative should perform in -place field density tests to evaluate the
compaction of the structural fill and backfill placed at the site. We recommend that at least one density test be
performed per lift per 5,000 square feet per lift in the structural areas and one test per lift per 100 linear feet in
utility trenches.
4.1.8 Cut and Fill Slopes
We recommend that construction of any cut and fill slopes should be no steeper than 3H: 1V (horizontal to
vertical). The tops and bases of all slopes, temporary and permanent, should be located a minimum of 10 feet
from structural limits. To prevent shallow surface failures on the exposed slope faces we also recommend that the
soils exposed on all slope faces be compacted with track -mounted equipment prior to final seeding and mulching.
Surface water runoff should be directed away from the slopes.
4.2 Foundation Support
Provided the earthwork procedures and recommendations provided in this report are implemented, the proposed
structures can be adequately supported by a shallow foundation system. An allowable bearing pressure of up to
4,000 pounds per square foot (psf) can be used for design of the foundations bearing on the low -plasticity
residual soils, partially weathered rock or newly placed structural fill. Shallow foundations should be designed to
bear at least 12 inches below finished grades for frost protection and protective embedment.
Due to subsurface conditions encountered in the proposed tank areas, some difficult excavating in PWR should be
anticipated. As a result of the presence of near surface PWR, two potentially detrimental conditions could exist.
The first condition could exist where adjacent footings bear on significantly dissimilar materials --for example,
where the bearing soils transition from PWR to residual soil or structural fill between footings. The second
condition could exist where abrupt changes in the stiffness of the bearing material within an individual footing
excavation occurs. The following recommendations will help reduce the effects of these conditions on long-term
structural performance.
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Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina I
S&ME Project No. 1535-20-053
If adjacent footings bear on significantly dissimilar materials, an increased magnitude of differential
settlement could occur. To reduce the magnitude of differential settlement, the PWR should be
undercut/over excavated at least 12 inches below the bearing elevation and replaced with compacted
structural fill. This process should be monitored and evaluated by the geotechnical engineer on a case -
by -case basis if encountered during foundation construction.
If difficult PWR excavation or a significant change in material consistency/relative density occurs at the
bearing level of an individual footing, the result could be a non -uniform bearing surface and a subsequent
point loading condition on the foundations. If significantly non -uniform bearing conditions occur in
foundation excavations, we recommend that they be evaluated on a case -by -case basis by the
geotechnical engineer. To provide a uniform bearing surface and reduce the potential for a point loading
condition, additional undercutting below the bearing elevation and replacement with compacted
structural fill, washed stone or lean concrete may be required.
Based on the general stratigraphy in the tank areas, our experience with similar projects and the anticipated
magnitude of the structural loads, the total and differential settlement potentials for the structure should be less
than approximately 1 inch and'/z inch, respectively, providing that our recommendations are followed. These
conclusions are contingent upon compliance with the site preparation and fill placement recommendations
outlined in this report.
All footing excavations should be observed by the geotechnical engineer's representative to confirm that suitable
soils are present at/below the proposed bearing elevation. Plastic soils, if encountered at foundation bearing
elevation, should be undercut per the direction of the geotechnical engineer. If evaluation with DCP testing
encounters soft or other unsuitable materials in the footing excavations, undercutting may be required. Soft soils
should be undercut until suitable soils are encountered. Undercut foundations should be backfilled with
compacted structural fill, washed stone wrapped in a non -woven geotextile, or lean concrete.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during inclement weather.
Saturation of the footing subgrade can cause a loss of strength and increased compressibility. If foundation
excavations must remain open overnight or if rainfall becomes imminent while the bearing soils are exposed, we
recommend that a 2 to 4-inch thick "mud -mat" of lean (2000 psi) concrete be placed on the bearing soils before
placement of reinforcing steel to help protect the bearing soils from further disturbance. Also, concrete should
not be placed on frozen subgrades.
4.3 Ground/Soil Supported Slabs
Traditional ground/soil supported slabs may be supported on suitable existing fill soils, low -plasticity residual
soils, or properly compacted structural fill, provided the earthwork procedures outlined in this report are
implemented. A minimum 4-inch thick layer of stone (NCDOT No. 57 or No. 67) or minimum 6-inch thick layer of
compacted graded stone (NCDOT ABC), as well as a plastic moisture vapor barrier, should be provided beneath all
tank floor slabs to provide a capillary break in areas where floor coverings/spaces prohibit a damp slab condition.
The slabs should be designed to resist the anticipated dead and live loads. We recommend that the slabs be
designed using a using a Standard Modulus of Subgrade Reaction (k) of 125 pounds per cubic inch. The Standard
Modulus of Subgrade Reaction represents the value correlated for a 30-inch diameter Plate Bearing Test. If a
October 14, 2020

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
S&ME Project No. 1535-20-053
minimum of 8 inches of stone or compacted graded stone are placed beneath the slab, than an increased
Standard Modulus of Subgrade Reaction (k) of 150 pounds per cubic inch can be considered.
Immediately prior to constructing the slabs, we recommend that the areas be evaluated to detect any softened,
loosened or disturbed areas that may have been exposed to wet weather or construction traffic. Areas that are
found to be disturbed or unsuitable should be undercut and replaced with adequately compacted structural fill.
This evaluation should be performed by a staff professional or a senior soil technician under his/her direction.
4.4 Below -Grade Walls
The service lateral earth pressures exerted on the walls will depend on the wall movements. We recommend the
"at rest" lateral earth pressure coefficient be used for the design of retaining walls that are restrained from
rotation at the top and bottom. An "active" lateral earth pressure coefficient should be used for walls that are
permitted to rotate. "Passive" lateral earth pressures may be used to resist horizontal forces. In addition to the
lateral loads exerted by the retained materials, allowances should be included for lateral stresses imposed by any
temporary or long-term surcharge loads, such as cars or trucks, adjacent to the tops of the walls, including
foundation loads from adjacent existing or future buildings.
The static lateral earth pressure parameters presented in Table 4-1 are recommended for design of service loads.
These parameters assume a level backfill and a frictionless wall and are applicable for material meeting structural
backfill requirements presented in Section 4.1.7. The recommended lateral earth pressure coefficients do not
consider the development of hydrostatic pressure behind the earth retaining wall structures. As such, hydrostatic
pressure should be added to the calculated soil pressure.
Table 4-1: Below -Grade Wall Design Parameters
*psf/ft — pounds per square foot per foot **pcf — pounds per cubic foot
A minimum of 12 inches of free -draining granular material and/or approved manufactured product should be
placed directly behind the walls to provide drainage and prevent buildup of hydrostatic forces.
Plastic clay and clayey silt soils (CH and MH) should not be used as wall backfill. Hand-held equipment should be
used to avoid placing high stresses on the walls during compaction. Heavy compactors and grading equipment
should not be allowed to operate within 5 to 10 feet of the walls during backfilling to avoid developing excessive
temporary or long-term lateral soil pressures.
October 14, 2020 10

Geotechnical Engineering Report— Revision No. 1
Rocky River Regional WWTP EQ Tanks s
Concord, North Carolina 111
S
S&ME Project No. 1535-20-053
The soil backfill placed behind retaining walls should meet the requirements of Section 4.1.7. We caution that
operating compaction equipment directly behind retaining structures can create lateral earth pressures far in
excess of those recommended for design. Therefore, bracing of the walls may be needed during backfilling
operations.
5.0 Limitations of Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice for
specific application to this project. The conclusions and recommendations contained in this report are based
upon applicable standards of our practice in this geographic area at the time this report was prepared. No other
warranty, expressed or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained from the
subsurface exploration. The nature and extent of variations between the borings will not become evident until
construction. If variations appear evident, then we will re-evaluate the recommendations of this report. In the
event that any changes in the nature, design, or location of the structure are planned, the conclusions and
recommendations contained in this report will not be considered valid unless the changes are reviewed and
conclusions modified or verified in writing.
We recommend that S&ME be provided the opportunity to review the final design plans and specifications in
order that earthwork and foundation recommendations are properly interpreted and implemented.
October 14, 2020 11

Appendices

TTS4
910
%,
6r
Good Hands
Transportation IF
Haven
y River 9
s,P'
c
44
OARescue
Bastwo� Lri
C
6
Bostwood Estates
Homeowners IF
ti .0
Concord
Industrial Service IF
Irish Buffalo n4....,,
Greek
Approximate
Project Area
Ro y Ri�+er Reg-.nal
Wa a Water Treatlment...
Rocky River Trail
SlmaII Town w
Stitch'n & Tees Y lad'
i nowr
T & T Masonry
oco f L
SITE VICINITY PLAN SCALE: AS SHOWN FIGURE NO.
—�
W-7 ROCKY RIVER REGIONAL WWTP EQ TANKS DRAWN BY:
6400 BREEZY LANE AMR w
II CONCORD, NORTH CAROLINA CHECKED BY: DAB II
PROJECT NO.: 1535-20-053 DATE:
9/8/2020

NOTE: AERIAL IMAGE OBTAINED FROM GOOGLE EARTH PROTM. BORING LOCATIONS PROVIDED BY BROWN AND CALDWELL.
DO NOT USE DRAWING TO DETERMINE DISTANCES OR QUANTITIES.
PROPOSED BORING LOCATION PLAN
a ROCKY RIVER REGIONAL WWTP EQ TANKS
IIIE 6400 BREEZY LANE
CONCORD, NORTH CAROLINA
LEGEND
APPROXIMATE BORING LOCATION
GENERALIZED SUBSURFACE PROFILE
CROSS SECTION
SCALE:
DATE:
DRAWN BY: FIGURE NO.
NTS AMR
C'HFC'KFfI RV-
9/8/2020
PROJECT
NO: 1535-20-053
DAB 2
I

I IN
��\\ \\\ aa ` J + — OMMUcr� �CCE AT sia
\\\\\-
�r\\ \\ \ \ \\ — 1 as oRsercr+oMcorwa�s
INYXll\ 1 �
ovcto
1\\ 114111 li}}}lyll 1 1 Exin . sSuFtrAC
E
I IIIj11r11+ll11111
1111 1111111111111111I \ v \ \ \ I r I e-b-
// 1 111111j11I1111j11111 \ •..— �—� \ \ \ 1 ! I �-- l 111 \\`� ����� � ���
/ 1 11111111l11111111i11`�,d-- ` \\ \ \ 1 } �B-4
f 11111+Iflllllllll1l.• \ \\\}I B-3
"__� I lllllllll llllll
\0 ����
0go. 1 — rEw WaiAsoar
1 1\1111111}11111\ `� //� \\ 1\1 \ —FLOWWAr
4 ,
�I'1 �IIIIIIfIl1 // /
1 1111I� willl! 11 1I / ,/ i , //`/ 11l
11
�IIIIIIIIIIIyllll y111IllllllI I}ll/
i III}}1111111Illlilllf 1!///!!/! ////!!,//// , e � \/� ���� r=-� � � !✓i ! //� I 1 1 �
. —�
!1l1'1I +1i111111111/11 /// a -
`i111rri
!/\\��dl��q��E� `� `r�_ -.� •.,.- `� 1 LEGEND
NOTE: SITE PLAN AND BORING LOCATIONS PROVIDED BY BROWN AND CALDWELL. DO NOT USE DRAWING TO DETERMINE
DISTANCES OR QUANTITIES.
PROPOSED BORING LOCATION PLAN
a ROCKY RIVER REGIONAL WWTP EQ TANKS
IIIE 6400 BREEZY LANE
CONCORD, NORTH CAROLINA
APPROXIMATE BORING LOCATION
SCALE: DRAWN BY: FIGURE NO.
NTS AMR
DATE: CHECKED BY:
9/8/2020 DAB 3
PROJECT
NO: 1535-20-053

555
550
545
H 540
v
w
Z 535
O
H
a
w
W 530
525
520
515
B-1
N
B-2
N
6
44
B-3
50/.3
50/.3
N
50/.2
50/.1
50/.3
fl 7
B-5
4
N
69
8
B-4
50/.2
AR@12'
N
BT @ 12'
39
7
HC
13
AR @ 17'
12
BT @ 17'
50/.3
12
50/.3
15
50/.1
50/.3
21
AR @ 19.5'
HC
BT @ 19.5'
50/.2
29
AR @ 22'
HC 50/A
BT @ 22'
AR @ 22.1'
BT @ 22.1'
0 100 200 300 400 500 600 700 800 900
APPROXIMATE DISTANCE ALONG PROFILE (feet)
SM, Silty Sand ❑ Topsoil ® Partially Weathered Rock ® CL, Low Plasticity Clay
SC, Clayey Sand ® Fill
N = Standard Penetration Test resistance value (blows per foot). BT = Boring Terminated. AR = Auger Refusal.
The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations.
� S&ME, INC. Figure:
JOB NO: 1535-20-053 Diagram: Generalized Subsurface Profile
9751 SOUTHERN PINE BOULEVARD
CHARLOTTE, NORTH CAROLINA 28273 Project: Rocky River Regional WWTP EQ Tanks
P: [phone]
DATE: 9/28/20 F: [phone] Location: Concord, North Carolina 4
E

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES CONSISTENCY OF COHESIVE SOILS
(Shown in Graphic Log) STD. PENETRATION
Fill RESISTANCE
CONSISTENCY BLOWS/FOOT
Very Soft 0 to 2
Asphalt Soft 3 to 4
Firm 5 to 8
Concrete Stiff 9 to 15
4 Very Stiff 16 to 30
Hard 31 to 50
F-1 Topsoil Very Hard Over 50
® RELATIVE DENSITY OF COHESIONLESS SOILS
Partially Weathered Rock
STD. PENETRATION
RESISTANCE
Cored Rock RELATIVE DENSITY BLOWS/FOOT
© WELL -GRADED GRAVELS, GRAVEL - Very Loose 0 to 4
GW SAND MIXTURES, LITTLE OR NO Loose 5 to 10
FINES Medium Dense 11 to 30
POORLY -GRADED GRAVELS, Dense 31 to 50
GP GRAVEL -SAND MIXTURES, LITTLE Very Dense Over 50
OR NO FINES
MR
GM S;� MGXAVRELSS,GRAVEL-SAND- SAMPLER TYPES CONSTITUENT MODIFIERS
(Shown in Samples Column) Trace: <5%
CLAYEY GRAVELS, GRAVEL - SAND- Few: 5 to <1 5%
GC CLAY MIXTURES Shelby Tube Little: 15 to <30%
EJ
Some: 30 to <50%
WELL -GRADED SANDS, GRAVELLY m Split Spoon Mostly: 50 to 100%
`SW SANDS, LITTLE OR NO FINES
m Rock Core
ElPOORLY -GRADED SANDS,
SP GRAVELLY SANDS, LITTLE OR NO
FINES ❑ No Recovery
SM SILTY SANDS, SAND - SILT TERMS
MIXTURES
SC CLAYEY SANDS, SAND - CLAY Standard - The Number of Blows of 140 lb. Hammer Falling
MIXTURES
Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
® INORGANIC SILTS AND VERY FINE Resistance Sampler 1 Foot. As Specified in ASTM D-1586.
ML SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY REC - Total Length of Rock Recovered in the Core
FACL INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY Barrel Divided by the Total Length of the Core Run
CLAYS, SANDY CLAYS, SILTY CLAYS, Times 1 00%.
LEAN CLAYS
El OL ORGANIC SILTS AND ORGANIC RQD - Total Length of Sound Rock Segments Recovered
CLAYS OF LOW PLASTICITY
that are Longer Than or Equal to 4" (mechanical
ffn
INORGANIC SILTS, MICACEOUS OR breaks excluded) Divided by the Total Length of
MH DIATOMACEOUS FINE SAND OR the Core Run Times 100%.
SILTY SOILS, ELASTIC SILTS
® CH PLASTICITY
CLAYS OF HIGH TOB - Termination of Boring
PLASTICITY, FAT CLAYS
® ORGANIC SILTS AND ORGANIC
OH CLAYS OF MEDIUM TO HIGH
PLASTICITY
WATER LEVELS
(Shown in Water Level Column) _
SZ = Water Level At Termination of Boring I I I
1 = Water Level Taken After 24 Hours
= Loss of Drilling Water
HC = Hole Cave

PROJECT: Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
BORING LOG B-1
S&ME Project No. 1535-20-053
NOTES: Northing, Easting, and Elevation are
DATE DRILLED: 9/24/20
ELEVATION: 554.0 ft
approximate.
DRILL RIG: CME 55OX
BORING DEPTH: 17.0 ft
DRILLER: J. Little
WATER LEVEL: Not Encountered on 9/24/20
HAMMER TYPE: Automatic
LOGGED BY: A. Rodriguez
SAMPLING METHOD: Split soon
NORTHING: 578540
EASTING: 1540646
DRILLING
METHOD:
31/4' H.S.A.
w
BLOW COUNT
v
>
zO J
zz 5 >-
CORE DATA
w
a
_
a 0
MATERIAL DESCRIPTION
W
��
w U
J w W
z c� o
REMARKS
Q
w
J
w
> a)
w a
a s
STANDARD PENETRATION TEST DATA
>
c9
~
J '2
w
(blows/ft)
z
can
-2
10 20 30 6080
(3 inches)
FTTopsoil
SS-1
2
4
6 s
FILL: SILTY SAND (SM) - loose, gray brown,
fine to medium grained, moist
SS-2
37
0/.
00/.3
PARTIALLY WEATHERED ROCK: SILTY
5
SAND - gray, fine to coarse grained
549.0
SS-3
0/.
1 0
50/.2
SS-4
0/. 2
0/.3
10
544.0
SS-5
0/.
1
050/.2
15
539.0
Refusal at 17 feet
Boring terminated at 17 feet
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
BORING LOG B-2
S&ME Project No. 1535-20-053
NOTES: Northing, Easting, and Elevation are
DATE DRILLED: 9/24/20
ELEVATION: 553.0 ft
approximate.
DRILL RIG: CME 55OX
BORING DEPTH: 12.0 ft
DRILLER: J. Little
WATER LEVEL: Not Encountered on 9/24/20
HAMMER TYPE: Automatic
LOGGED BY: A. Rodriguez
SAMPLING METHOD: Split soon
NORTHING: 578452
EASTING: 1540502
DRILLING
METHOD:
31/4' H.S.A.
w
BLOW COUNT
v
>
zO J
zz 5 >-
CORE DATA
w
a
_
a 0
MATERIAL DESCRIPTION
W
��
w U F-
J w W
z c� o
REMARKS
Q
w
J
w
> a)
w a
a s
STANDARD PENETRATION TEST DATA
>
c9
~
J '2
w
(blows/ft)
z
can
-2
10 20 30 6080
Topsoil (4 inches)
SS-1
2
4
40
444
FILL: SILTY SAND (SM) - dense, gray brown,
fine to coarse grained, moist
0/.
0
SS-2
0/.3
PARTIALLY WEATHERED ROCK: SILTY
5
SAND - gray, fine to coarse grained
548.0
SS-3
0/.1
1:00/.1
SS-4
50.3
10
543.0
Refusal at 12 feet
Boring terminated at 12 feet
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
BORING LOG B-3
S&ME Project No. 1535-20-053
DATE DRILLED: 9/24/20
ELEVATION: 548.0 ft
NOTES: Northing, Easting, and Elevation are
approximate.
DRILL RIG: CME 55OX
BORING DEPTH: 19.5 ft
DRILLER: J. Little
WATER LEVEL: Not Encountered on 9/24/20
HAMMER TYPE: Automatic
LOGGED BY: A. Rodriguez
SAMPLING METHOD: Split soon
NORTHING: 578320
EASTING: 1540651
DRILLING
METHOD:
31/4' H.S.A.
v
>
zO J
w
5 >-
BLOW COUNT
CORE DATA
_
W
��
zz
w U
z c� o
REMARKS
w
a
a 0
MATERIAL DESCRIPTION
>
J w W
a
�
Q
w
J
w
w a
s
STANDARD PENETRATION TEST DATA
>
c9
~
J w
w
Q
-2
(blows/ft)
z
can
10 20 30 6080
Topsoil (2 inches)
SS-1
2
4
3
7
7
FILL: SILTY SAND (SM) - loose to very loose,
black brown, fine to medium grained, moist,
contains biosolids ash
2
3
SS-2
4
5
543.0
RESIDUUM: SILTY SAND (SM) - very dense
8
31
38
9:
to dense, gray, trace rock fragments, fine to
SS-3
69
coarse grained, moist
SS-4
17
15
24
39
10
538.0
HC
PARTIALLY WEATHERED ROCK: SILTY
SAND - gray, fine to coarse grained
SS-5
0/.
0/.3
15
533.0
SS-6
0/.1
1
00/.1
Refusal at 19.5 feet
Boring terminated at 19.5 feet
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Rocky River Regional VWVTP EQ Tanks
Concord, North Carolina
BORING LOG B-4
S&ME Project No. 1535-20-053
DATE DRILLED: 9/24/20
ELEVATION: 539.0 ft
NOTES: Northing, Easting, and Elevation are
approximate.
DRILL RIG: CME 550X
BORING DEPTH: 22.1 ft
DRILLER: J. Little
WATER LEVEL: Not Encountered on 9/24/20
HAMMER TYPE: Automatic
LOGGED BY: A. Rodriguez
SAMPLING METHOD: Split soon
NORTHING: 578323
EASTING: 1540988
DRILLING
METHOD:
31/4" H.S.A.
v
>
w
5}
BLOW COUNT
/CORE DATA
= C9
0
z
w ci ~
z U o
REMARKS
w
a
a 0
<
MATERIAL DESCRIPTION
Q
w WLU
o —
w
w
of o-
STANDARD PENETRATION TEST DATA
>
(D
~
w
Q a
(blows/ft)
z
cn
P
10 20 30 6080
(3 inches)
r7lTopsoil
SS-1
3
6
7
3
13
RESIDUUM: SANDY CLAY (CL) -stiff, orange
black, moist
CLAYEY SAND (SC) - medium dense, orange
SS-2
3
5
7
2
12
5
black, fine to medium grained, moist
534.0
SS-3
4
7
8
5
15
6
10
11
1
SILTY SAND (SM) - medium dense, orange
10
gray, fine to medium grained, moist
5290
SS-4
21
SS-5
7
11
18
9
29
15
524.0
PARTIALLY WEATHERED ROCK: SILTY
SAND - gray brown, fine to coarse grained
SS-6
0/.
�0/.4
20
HC
519.0
Refusal at 22.1 feet
Boring terminated at 22.1 feet
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: Rocky River Regional WWTP EQ Tanks
Concord, North Carolina
BORING LOG B-5
S&ME Project No. 1535-20-053
NOTES: Northing, Easting, and Elevation are
DATE DRILLED: 9/28/20
ELEVATION: 543.0 ft
approximate.
DRILL RIG: CME 55OX
BORING DEPTH: 22.0 ft
DRILLER: J. Little
WATER LEVEL: Not Encountered on 9/28/20
HAMMER TYPE: Automatic
LOGGED BY: A. Rodriguez
SAMPLING METHOD: Split soon
NORTHING: 578199
EASTING: 1540753
DRILLING
METHOD:
31/4' H.S.A.
w
BLOW COUNT
v
>
zO J
zz 5 >-
CORE DATA
w
a
_
a O
MATERIAL DESCRIPTION
w
��
w U
J w wLU
z c� o
REMARKS
w
J
w
>
w a
a s
STANDARD PENETRATION TEST DATA
>
c9
~
J w
w
Q
-2
(blows/ft)
z
can
10 20 30 6080
Topsoil (3 inches)
SS-1
4
4
4
8:
$
FILL: SILTY SAND (SM) - loose, black orange,
fine to medium grained, moist, contains biosolids
ash
4
3
4
SS-2
7
5
538.0
RESIDUUM: SILTY SAND (SM) - medium
2
4
8
dense, gray, fine to medium grained, moist
SS-3
12
SS-4
25
0/
050/.3
PARTIALLY WEATHERED ROCK: SILTY
10
SAND - gray, fine to coarse grained
533.0
SS-5
0/.
0 50/.3
15
528.0
LC-
0/.
0
SS-6
0/.2
20
523.0
Refusal at 22 feet
Boring terminated at 22 feet
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1