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ATHLETIC FIELD IMPROVEMENTS
NORTH ANDOVER, MASSACHUSETTS
FOR
Gale Associates
300 Ledgewood Place, Suite 300
Rockland, MA
BY
NOBIS GROUP1@
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Nobis Project No. 100845.000
February 28, 2025
www.nobis-group.com
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February 28, 2025
File No. 100845.000
Gale Associates, Inc.
Ms. Kathleen D. Hervol
Director of Athletics
300 Ledgewood Place, Suite 300
Rockland, MA 02370
Re: Geotechnical Engineering Report
North Andover High School Athletic Field Improvements
North Andover, Massachusetts
Dear: Ms. Hervol:
Nobis Group® (Nobis) has completed geotechnical engineering services for the above-referenced
project. Services were performed in general accordance with our proposal dated June 20, 2024,
and your subsequent authorization. This geotechnical engineering report presents the results of
the performed subsurface explorations and provides geotechnical recommendations concerning
the design and construction of new MUSCO lighting poles across multiple athletic fields. This
report is subject to the limitations contained in Appendix A. We appreciate the opportunity to
be of service to you on this project. If you have questions concerning this report, or if we may be
of further service, please contact us.
Sincerely,
NOBIS GROUP®
Chris Piekarski, EIT
Staff Engineer
no
Brien T. Waterman, PE Kurt Jelinek, PE
Director of Geotechnical Services Reviewer
. Nobis Group"
WWW.r101 •grOt,Ip.CC�I'�1 55 Technology Drive,Suite 101
Lowell,MA 01851
(978)683-0891
TABLE OF CONTENTS
NORTH ANDOVER HIGH SCHOOL
nobis ATHLETIC FIELD IMPROVEMENTS
NORTH ANDOVER, MA
SECTION PAGE
1, EXECUTIVE 1
2, PROJECT INFORMATION 1
2.1. Site Location and Description .............................................................................. 1
2.2. Project Description.............................................................................................. 1
3, SUBSURFACE EXPLORATION PROGRAM
4, SUBSURFACE CONDITIONS
4.1. Typical Subsurface Profile - Test Pits..................................................................2
4.2.Typical Subsurface Profile - Borings.....................................................................3
4.3.Typical Subsurface Profile - Pavement Cores ......................................................5
4.4. Groundwater .......................................................................................................5
5* IN-SITU INFILTRATION TESTING
6, LIGHT POLE FOUNDATIONS
6.1. Drilled Pier Foundations....................................................................................... 7
6.2. Shallow Foundations............................................................................................9
7* SEISMIC DESIGN CRITERIA
8, GENERAL CONSTRUCTION 10
8.1. Earthwork in Wet Environments......................................................................... 10
8.2. Drilled Pier Construction Considerations.............................................................11
8.3.Temporary Excavations, Grading and Drainage ...................................................11
8.4. Dewatering.........................................................................................................12
91 DESIGN SERVICES AND CONSTRUCTION OBSERVATION 12
Attachments
Figure 1 Site Locus Plan
Figure 2 Exploration Location Plan
Figure 3 Surficial Geology Plan
Figure 4 Bedrock Geology Plan
Appendix A Limitations
Appendix B Description of Field Explorations
Test Boring Logs
Test Pit Logs
Pavement Core Logs
Appendix C Geotechnical Laboratory Test Reports
File No.100845.000 Nobis Group®
High School Athletic Fields,North Andover,MA i February 29,2025
1. EXECUTIVE SUMMARY
The executive summary should be used in conjunction with the entire report for design and/or
construction purposes. It should be recognized that specific details are not included or fully
developed in this section, and the report must be read in its entirety for a comprehensive
understanding of the items contained herein. Appendix A should be read for an understanding
of the report limitations.
Nobis Group° (Nobis) has completed a geotechnical engineering evaluation for the proposed
athletic field improvements at the North Andover High School. Our geotechnical engineering
scope of services included advancing seventeen (17) test borings at different athletic fields and
performing two (2) pavement cores within the existing tennis courts. The test borings were
advanced to a depth of approximately 26 feet below existing grade. Five (5) test pits were also
completed in the area of the existing grass field, to support the stormwater design by others. A
memorandum summarizing the results of the test pits was provided to Gale Associates on January
8, 2025.
Based on the information obtained from our test borings, the following geotechnical
considerations were identified:
• Subsurface conditions within the project area generally consists of surficial topsoil
underlain by fill over silty sands or glacial till over decomposed bedrock. Each of the
seventeen test borings were advanced to a depth of 26 feet below existing grade.
• Groundwater was encountered in most of the seventeen test borings at depths ranging
from 3.5 to 8 feet below existing grade.
• Based on the encountered subsurface conditions,the proposed athletic field lighting
pole installations may be supported on drilled pier foundations.
• Based on the 2021 International Building Code,the site is a seismic site class D. The site
does not appear to be susceptible to liquefaction in the event of an earthquake.
Earthwork of the project should be evaluated by the geotechnical engineer of record (GER). The
evaluation of earthwork should include review of engineered fill, subgrade preparation,and other
geotechnical conditions exposed during construction. The observation and testing of engineered
fill should be accomplished by a qualified testing agency.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 1 February 28,2025
1. INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed athletic field improvements at the North Andover High School in North Andover, MA.
Our geotechnical engineering scope of services included advancing seventeen (17) test borings
across multiple athletic fields on the school's property and performing two pavement cores within
the existing tennis courts. The seventeen borings were separated into four different series, A, B,
C, and D, corresponding to different athletic fields. All borings were performed within the
proposed project area to a depth of approximately 26 feet below existing grade.
A Site Locus Plan and an Exploration Location Plan are included as Figure 1 and Figure 2,
respectively. Exploration logs are included in Appendix B. The purpose of our services is to
provide information and geotechnical engineering recommendations related to the following:
• Subsurface soil conditions • Groundwater conditions
• Foundation design and construction • Earthwork construction
• Seismic design considerations
2. PROJECT INFORMATION
2.1, Site Location and Description
The project area is a 38-acre property of the current North Andover High
School located at 430 Osgood Street in North Andover, MA 01845.
The area of our study is within the existing baseball field, adjacent to the
existing football and track fields,and the tennis courts.The existing athletic
fields are located both north and south of the High School buildings. The
current ground covers consist of a grass-surfaced baseball field, synthetic
turf football field,rubber-surfaced track field,and concrete-surfaced tennis
courts.
The existing baseball and football fields are relatively level ranging from
approximate El. 103 to 107.The track field located north of the High School
is highest approximately at El. 125. Elevations are in feet and are based on
Oil I MEN
the North American Vertical Datum of 1988(NAVD 88).
2.2. Project Description
We understand the project consists of evaluating the High School's needs
for design and construction of several MUSCO light poles spanning across
the site and upgrades to the existing athletic fields.At a minimum,the High
School requires the following elements: Adding a synthetic turf and seven
(7)new light poles to the baseball field, two (2) new light poles for upgrades
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 1 February 28,2025
to the football field, and four (4) new light poles for the existing track field.
The tennis court area will be redesigned and will include four (4) new light
poles, and a new tennis court.
3. SUBSURFACE EXPLORATION PROGRAM
Seventeen (17) test borings, five (5) test pits, and two (2) pavement cores were completed within
the project area between December 18, 2024 and January 13,2025. The test borings and pavement
cores were completed by New England Boring Contractors of Derry, New Hampshire and the test
pits were completed by Cryan Landscaping of Attleboro, Massachusetts. Nobis pre-marked the
boring locations based on the information provided by Gale. Due to access restrictions,boring C-
2 was completed approximately 180 feet east of the planned location. Additionally, boring D-4
was planned northeast of the existing tennis courts. However, this area was heavily wooded and
was not accessible with the track-mounted drill rig and could therefore not be performed.
The Nobis site representative collected soil samples and classified soils in general accordance
with the modified Burmister classification system. Test pits included classification in accordance
with the United States Department of Agriculture (USDA) Natural Resources Conservation
Service (NRCS) grain size limits and textural soil classification methods. Visual classifications of
soil are shown on the individual exploration logs included in Appendix B. Stratification
boundaries on the logs represent the approximate location of changes in soil types; in-situ, the
transition between materials may be gradual.
Explorations were located in the field by using available site plans, taped measurement and line-
of-site referencing prominent existing site features. The accuracy of exploration locations should
only be assumed to the level implied by the method used.
4. SUBSURFACE CONDITIONS
4.1, Typical Subsurface Profile — Test Pits
The general subsurface profile comprised of topsoil overlying sand which consisted of sand with
little to trace amounts of silt and gravel, overlying glacial till consisting of sand, with varying
amounts of silt, gravel,cobbles, and boulders. The test pits were advanced to a depth of 2 to 5 feet
bgs, where refusal was encountered between 4.5 to 5 feet bgs. Refusal was due to the density of
the glacial till present throughout the site. Details for each of the test pits can be found on the
test pit logs in Appendix B.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 2 February 28,2025
4.1.1. Ceotechnical Laboratory Analysis — Test Pits
Laboratory testing was performed on selected soil samples obtained from the test pits to assist in
classification and evaluating physical engineering characteristics. Geotechnical laboratory
testing included particle size distribution (sieve analysis); performed by Yankee Engineering &
Testing, Inc of Worcester, Massachusetts. A summary of the laboratory test results is presented
in the table below and the individual test reports are included in Appendix C.
Summary of Sieve Analyses
. .
TP-1 0.8 to 1.6 SAND 55.8 40.1 4.1
TP-3 0.7 to 2 SAND 10.6 86.4 3.0
TP-4 0.7 to 1.9 SAND 34.3 57.5 8.2
TP-5 0.8 to 2 SAND 7.5 88.1 4.7
1. Percent retained on the#4 sieve.
2. Percent passing#200 sieve.
4.2. Typical Subsurface Profile - Borings
Based on the results of the explorations, subsurface conditions within the area of the test borings
generally consist of a surficial layer of topsoil and/or fill underlain by sand with varying amounts
of gravel and silt, and in some locations decomposed bedrock. Subsurface conditions can be
generalized as follows.
. . .
Topsoil 0.5 to 2.0 0.5 to 2.0 Brown to dark brown, fine SAND, Loose to medium
and Silt,with grass and root matter. dense
Light Brown,fine to coarse SAND
Fill 2 to 14 0 to 12 Medium Dense
with little Silt.
Light Brown,fine to medium
Loose to Very
Silty Sand >26 >17 SAND and silt with trace amounts
Dense
of fine gravel. See Note 1.
Light Brown Fine to Medium
Dense to Very
Glacial Till >26 >16 SAND with varying amounts of Silt
Dense
and fine to coarse gravel.
Decomposed >26 >12 White to Gray Decomposed and Medium Dense to
Bedrock weathered Granite Bedrock Very Dense
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 3 February 28,2025
Note 1: A layer of buried topsoil was encountered in boring C-2, below the fill and above the silty
sand, from a depth of approximately 5 to 6 feet below grades.
Details for each of the explorations can be found on the test boring logs in Appendix B. Visual
soil classifications and conditions encountered at each exploration location are indicated on the
individual test boring logs. Stratification boundaries on the logs represent the approximate
location of changes in soil types; in-situ, the transition between materials may be gradual. A
discussion of field sampling procedures is included in Appendix B.
4.2.1. Ceotechnical Laboratory Analysis - Borings
Laboratory testing was performed on selected soil samples obtained from the Test Borings to
assist in classification and evaluating physical engineering characteristics. Geotechnical
laboratory testing included particle size distribution (sieve analysis) and Atterberg Limits;
performed by GeoTesting Express of Acton, Massachusetts. A summary of the laboratory test
results is presented in the table below and the individual test reports are included in Appendix
C.
Summary of Sieve Analyses
MINION
. .
1111111111110
0000imil
A-1 14 to 16 Glacial Till 13.3 36.7 50.0
A-2 4 to 6 Fill 39.0 24.4 36.6
B-2 14 to 16 Silty Sand 2.8 35.7 61.5
B-3 14 to 16 Silty Sand 0.1 9.8 90.1
B-4 19 to 21 Silty Sand 0.0 4.0 96
B-6 4 to 6 Glacial Till 32.8 40.5 26.7
B-8 2 to 3 Glacial Till 3.6 51.6 44.8
C-1 19 to 21 Silty Sand 0.0 4.5 95.5
C-2 8 to 10 Silty Sand 11.8 49.6 38.6
D-1 6 to 8 Fill 0.5 59.2 40.3
D-3 19 to 21 Glacial Till 0.9 19.7 79.4
Notes: 1 Percent retained on the#4 sieve.
2 Percent passing#200 sieve.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 4 February 28,2025
Summary of Atterberg Limits
ft
C-1 19 to 21 Silty Sand 26 43 17
4.3, Typical Subsurface Profile — Pavement Cores
Two concrete pavement cores were obtained from the existing tennis courts. See Figure 2 for as
drilled locations. Each pavement core was advanced with a six-inch diameter thin-wall core
through the concrete then Nobis obtained a grab sample of the subbase material. Approximately
3 %2 inches of concrete was observed in each core. Subbase material was noted to consist of fine
to coarse gravel, and fine to coarse sand, trace silt. Details for each of the explorations can be
found on the test boring logs in Appendix B.
4.3.1. Geotechnical Laboratory Analysis — Pavement Cores
Laboratory testing was performed on selected soil samples obtained from the pavement cores to
assist in classification. Geotechnical laboratory testing included particle size distribution (sieve
analysis); performed by GeoTesting Express of Acton, Massachusetts. A summary of the
laboratory test results is presented in the table below and the individual test reports are included
in Appendix C.
Summary of Sieve Analyses
. .
msiso
r
TC-1 0.3 to 0.5 Fill 50.2 44.9 4.9
4.4. Groundwater
During the test pit operation,standing water was present across areas of the existing field. During
the excavation of test pit TP-3, Nobis encountered perched water that seeped into the bottom of
the test pit, resulting in over a foot of standing water. In the other test pits, the same perched
water was present, however water seeped into the other test pits at a slower rate than in TP-3.
The perched water appeared present throughout the entirety of the baseball field between 1 and
2.5 feet below the existing ground surface.As test pits were advanced,it was noted that the glacial
till was not saturated and very dense, corresponding that the water above was perched and not
the groundwater table. See Figure 2 for the test pit locations performed as well as standing water
observed at the site at the time the test pits were performed.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 5 February 28,2025
At the time of drilling, groundwater was encountered in each test boring at approximately 3.5 to
8 feet below existing grade. Groundwater level fluctuations occur due to seasonal variations in
the amount of rainfall, runoff, and other factors not evident at the time the explorations were
performed. Groundwater levels during construction or at other times in the life of the structure
may be higher or lower than the levels indicated on the boring logs. The possibility of
groundwater level fluctuations that reach at or above the ground surface should be considered
when developing the design and construction plans for the project.
5. IN-SITU INFILTRATION TESTING
Two (2) to four (4) field saturated hydraulic conductivity tests were attempted within the fill and
glacial till strata at test pit locations TP-1 and TP-3 through TP-5. Some tests were unsuccessful
due to,but not limited to,perched water seeping into the performed test and difficulty performing
tests vertically due to presence of gravel and cobbles. Nobis previously issued a memorandum
with these values on January 8, 2025. A summary of the infiltration test results are presented in
the following table:
IIIII II Ill�,u,'V'``®°°° IIIII iglllp II�� IIIIIIIIIIIIIIIIIII
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r
r r.
TP-1 3 2 12-15 Sand 0.598 N/A
TP-3 2 2 12-14 Sand 0.534 N/A
Glacial 5 to 8
TP-4 3 1 37 Till 0.463 N/A
TP-5 4 2 11-14 Sand 0.847 2
Notes:
1 The permeability rates presented in the table are measured field hydraulic conductivity rates and do not include a factor of
safety.The MassDEP Stormwater Management Standards require a minimum factor of safety of 2 be applied to field-derived
values for use in design.
2 ESHWT=Estimated Seasonal High-Water Table. The depth of ESHWT was only observed in the sand strata in test pit TP-5.
It should be noted that the ESHWT observation may be unreliable due to perched groundwater conditions. Additionally,
ESHWT was not encountered in test pits TP-1 through TP-4.
It should be noted that individual infiltration tests only measure the hydraulic conductivity in the
immediate vicinity of the test and may not be representative of the average hydraulic conductivity
of the soil. Various factors may influence field hydraulic conductivity test results, including lack
of soil saturation,a non-homogenous soil profile surrounding the test interval, layers of silt and/or
clay, the presence of large gravel or cobbles, variation in soil density, and tidal influence. Field
File No.100845.000 Nobis Group®
High School Athletic Fields,North Andover,MA 6 February 28,2025
hydraulic conductivity values should be evaluated based on the measured data in conjunction with
published values for the material. In addition, the ESHWT, based on visual observations in the
field, may be indicative of redoximorphic features/staining.
Based on our observations, and laboratory test data for the test pits, the USDA textural
classifications for the soils encountered in the test pits, below the topsoil, consisted primarily of
loamy sand to sandy loam. Per the MassDEP Stormwater Handbook Volume 3, Table 2.3.3, the
MassDEP recommended infiltration rate varies from 2.41 inches per hour (in/hour) for a USDA
textural classification of loamy sand to 1.02 in/hour for a sandy loam. Based on the results of the
infiltration testing, the estimated hydraulic conductivity ranged from approximately 0.5 to 0.8
inches/hour.
6. LIGHT POLE FOUNDATION''
Based on the results of our subsurface explorations and understanding of the project, it is our
opinion that the proposed lighting poles can be supported on drilled pier foundations end bearing
in the naturally deposited soils. Alternatively, due to the shallow depth of natural soils at most of
the test boring locations, the proposed light assembly can be supported on conventional spread
footings or pad-and-pier foundations if the conditions described in 7.2 Shallow Foundations are
met.
Geotechnical engineering recommendations for foundation systems are outlined below. The
recommendations contained in this report are based upon the results of the field testing,
engineering analyses and our current understanding of the proposed development.
6.1. Drilled Pier Foundations
The proposed lighting poles can be supported on drilled pier foundations bearing within the
naturally deposited non-organic soils. It is anticipated that the length of drilled piers will likely
be based on the lateral capacity required to resist live loading such as a combination of wind and
ice. An allowable deflection at the top of the drilled pier of Y2 inch was assumed for evaluation of
lateral capacity. Design recommendations for drilled pier foundations are presented below.
6.1.1. Drilled Pier Design Recommendations
Natural Silty Sands and Gravels
End Bearing Material
(Silty Sand or Glacial Till)
Net Allowable End Bearing Capacity(2,3) Depth>_12 feet: 31000 psf
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 7 February 28,2025
Minimum Pier Diameter 24 inches
Ultimate Average Unit Side Friction Depth<4 feet: neglect
Depth>4 feet: 18+4(z) psf�4�5�6�')
Fill: 0.38
Ultimate Coefficient of Friction(tans)(6) Sand: 0.38
Glacial Till: 0.38
Coefficient of Lateral Subgrade Reaction Fill/Sand: 10 (z/D) kcf(6>7)
Glacial Till: 20 (z/D) kcf(6,7)
Fill: 30 degrees
Angle of Internal Friction Sand: 32 degrees
Glacial Till: 35 degrees
Existing Fill: 120 pcf
Estimated In-Situ Soil Unit weight(y.oist) Sand and Gravel: 120 pcf
Glacial Till: 430 pcf
Recommended Design Groundwater Depth 0 feet
Notes:
1 Variations in subsurface conditions may occur between borings,across the site,and due to modifying effects of
weather.Subsurface conditions below a depth of 26 feet for the proposed field lighting have not been verified. If
design shaft lengths are greater than the exploration depth at the planned foundation location,supplemental
explorations and/or recommendations will be necessary.
2 Based on our understanding of the project and experience with similar projects,drilled pier foundations are
anticipated to bear approximately 15 feet below existing grade.
3 The allowable end bearing pressure assumes that unsuitable soil at the base of the pier has been removed.
4 psf-pounds per square foot;psi-pounds per square inch;pcf-pounds per cubic foot;kcf-kips per cubic foot
5 Contribution to vertical capacity of the pier from soil within the frost depth of 4 feet should be ignored.The
uplift capacity of the pier will be based on side friction and the dead weight of the pier.
6 Friction values are for mass concrete;for pre-cast concrete the friction coefficient is 80 percent of the values for
mass concrete.
' z is defined as the depth below the ground surface and D is the diameter of the pier,both in feet.
Side friction, internal friction angle, and lateral subgrade modulus values presented above are
ultimate parameters based on data presented on the attached test boring logs, published values,
and our experience with similar soil conditions, and do not include a factor of safety. The
recommended net allowable end bearing pressure includes a factor of safety of 3.
The recommended design parameters presented above are for cast-in-place drilled pier
foundations. If alternative construction methods are selected, such as installing precast piers in
drilled holes,the design parameters presented above will be partially dependent on annular space
backfill materials and should be re-evaluated.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 8 February 28,2025
The uplift capacity of the pier will be based on allowable friction of the soil and the dead weight
of the pier. Compression capacity is based on end bearing at the bottom of the pier. Drilled piers
designed to resist tension loads should have reinforcing steel installed the entire length of the
pier.
6.2. Shallow Foundations
As an alternative to drilled pier foundations, the field light assemblies may be supported on
conventional spread footing or pad-and-pier foundations bearing on a minimum 6-inch-thick
layer of compacted crushed stone placed above undisturbed, native, silty sand or glacial till
subgrades. Buried topsoil was encountered in boring C-2.Any buried topsoil, or other unsuitable
soils, should be over-excavated below the zone of influence of foundations.
The use of crushed stone will help facilitate dewatering and provide a stable working surface.
Crushed stone should be separated from soil subgrades, excavation sidewalls and backfill by a
geotextile separation fabric such as Mirafi 180N or equivalent.
Where fill or unsuitable material is encountered at or below proposed foundation subgrade it
should be over-excavated and replaced with compacted structural fill or crushed stone. Over-
excavation below foundations should include the footing bearing zone, defined as the area
beneath 1 horizontal to 1 vertical (lH:lV) lines extending downward and outward from footing
edges.Alternatively,foundations could be extended to bear below the unsuitable material. Design
recommendations for shallow foundations are presented in the following sections.
Minimum 6-inch-thick layer of compacted crushed
stone placed above proof-compacted, native, non-
organic subgrades provided subgrades are prepared as
discussed herein.
® 11".1 3,000 pounds per square foot(psf) (DL+LL)
IF
48 inches (frost protection)
Isolated Spread Footings: 36 inches
® Total: 1-inch
® Crushed Stone: 0.60
Notes:
1 Crushed stone should be separated from soil subgrades, excavation sidewalls and backfill using a geotextile
separation fabric such as Mirafi 180N,or equivalent.
2 The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the foundation base elevation.Assumes unsuitable or soft soil,where present,will be
replaced with compacted structural fill or crushed stone.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 9 February 28,2025
3 Minimum foundation depth for frost protection for exterior foundations and foundations below unheated
interior spaces.
4 Foundation settlement will depend upon the variations within the subsurface soil profile,the structural loading
conditions,the embedment depth of the foundation,the thickness of compacted fill,and the quality of the
earthwork operations.
s Friction values are for mass concrete;for pre-cast concrete the friction coefficient is 80 percent of the values for
mass concrete.
7. SEISMIC DESIGN CRITERIA
Massachusetts State Building Code, 10th Edition
Site Class D(1)(2)
SS=0.365g (0.2 second spectral response acceleration)
S,=0.077g (1.0 second spectral response acceleration)
11 Mill
® Not considered susceptible to liquefaction.
Notes:
1 In general accordance with the Massachusetts State Building Code,9th Edition(780 CMR)with reference to the
2021 International Building Code(IBC);Site Class is based on the average characteristics of the upper 100 feet of
the subsurface profile. The Code requires a site soil profile determination extending a depth of 100 feet for
seismic site classification. The current scope does not include the required 100-foot soil profile determination.
Test borings extended to a maximum depth of 26 feet below existing grade. The seismic site class definition
considers that similar soil conditions continue below the maximum depth of the subsurface explorations.
2 The recommended seismic site class of D is for the proposed light assembly area.
8. GENERAL CONSTRUCTION CONSIDERATIONS
The following sections present recommendations for site preparation, excavation, subgrade
preparation,and placement of fill for the project. The recommendations presented for design and
construction of earth-supported elements are contingent upon the recommendations outlined in
this section.
8A, Earthwork in Wet Environments
Excavated and or drilled onsite soil will generally consist of existing topsoil, fill, and silty sands.
Excavated onsite soil may be selectively reused as common fill provided it is free of deleterious
material and particles larger than 6 inches in diameter, and it is relatively dry such that it can be
adequately compacted. Portions of the excavated onsite soil are anticipated to have an elevated
percentage of silt and will be sensitive to moisture. This recommendation is applicable during
periods of construction when the climate and moisture are favorable for reusing silty soil.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 10 February 28,2025
Contractors experienced in earthwork construction in New England should be aware of silty soil
behavior and the effects that moisture and season have on its workability. If a contractor bids
construction knowing that earthwork must begin during seasonally wet months, the owner
should expect a contingency by the contractor to create a suitable working surface for equipment,
the use of off-site suitable fill and disposal of on-site soil.
Care must be taken by the contractor to avoid the disturbance of subgrades by minimizing
construction traffic (including foot traffic) to the extent practical. Subgrades disturbed by
construction traffic should be over-excavated and replaced with suitable backfill material.
8.2. Drilled Pier Construction Considerations
Drilled piers should be aligned vertically. The drilling method or combination of methods
selected by the contractor should be submitted for review by the geotechnical engineer, prior to
mobilization of drilling equipment. Temporary casing will likely be required to reduce the
likelihood of caving of the granular soil, particularly below the water table. Concrete should be
placed by tremie methods if the drilled pier is more than 10 feet deep or concrete is placed in the
wet.
Consideration should be given to the possibility of encountering cobbles and/or boulders during
construction of the drilled pier foundations. The test borings encountered glacial till which
should be expected to contain cobbles and boulders. Additionally, consideration should be given
to the possibility of encountering possible debris from the demolition of the former school. The
approximate location of the previous school can be found in Figure 2. Note that borings B-6, B-
7, and B-8 were performed near the footprint of the former school and did not encounter debris.
8.3. Temporary Excavations, Grading and Drainage
The individual contractor(s) is responsible for designing and constructing stable, temporary
excavations or temporary bracing, as required, to maintain stability of the excavation sides and
the excavation bottom. Instability in the form of slope raveling, caving, and sloughing should be
expected in all excavations and trenches which extend into the granular materials with little to
no cohesion. Excavations should be sloped or shored in the interest of safety following local and
federal regulations, including current Occupational Safety and Health Administration (OSHA)
excavation and trench safety standards. Lateral earth support systems,if used, should be designed
by a licensed engineer.
Construction slopes should be reviewed for signs of mass movement. If potential stability
problems are observed, work should cease and the GER should be contacted immediately. The
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 11 February 28,2025
responsibility for excavation safety and stability of temporary construction slopes should lie solely
with the contractor.
Stockpiles should be placed well away from the edge of the excavation and their height should be
controlled so they do not surcharge the sides of the excavation. Positive drainage should be
provided during construction and maintained throughout the life of the development. Infiltration
of water into utility trenches or foundation excavations should be prevented during construction.
8A Dewatering
Based on observed groundwater levels and seasonal variations, anticipated finish grades, and
anticipated excavation depths, dewatering may be needed for construction of the light pole
foundations. Regardless of excavation depths, construction dewatering will likely be required to
maintain a stable subgrade during construction and prevent surface water runoff from collecting
in excavations. If dewatering becomes necessary, the contractor should select a dewatering
method to lower groundwater at least 2 feet below the excavation subgrade in order to minimize
bearing surface disturbance during excavation, fill placement and compaction.
Subgrade soil that becomes unstable should be replaced with crushed stone or structural fill as
necessary. Crushed stone,where used, should be enveloped with a non-woven geotextile, such as
Mirafi 180N or equivalent,to avoid separation of fines from the subgrade and backfill. Discharged
water should be managed in accordance with local, state and federal government requirements.
9. DESIGN SERVICES AND CONSTRUCTION OBSERVATION
Nobis should be retained to review final design plans and specifications so comments can be
made regarding interpretation and implementation of our geotechnical recommendations in the
design and specifications. The GER and an independent testing agency should also be retained to
provide observation and testing services during grading,excavation,foundation construction and
other earth-related construction phases of the project.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 12 February 28,2025
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1. THIS EXPLORATION LOCATION PLAN WAS DEVELOPED USING
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pegmatite.
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APPENDIX A
Limitations
GEOTECHNICAL LIMITATIONS
Explorations and Subsurface Conditions Use of Report
1.The analyses and design recommendations submitted in 6.Nobis prepared this report on behalf of, and for the
this report are based in part upon the data obtained from exclusive use of our Client for the stated purpose(s) and
subsurface explorations. The nature and extent of vari- location(s) identified in our proposal and/or report. Use of
ations between these explorations may not become evident this report,in whole or in part,at other locations,or for other
until construction.If variations then appear evident,it will be purposes, may lead to inappropriate conclusions; and we
necessary to reevaluate the recommendations of this do not accept any responsibility for the consequences of
report. such use(s). Reliance by any party not expressly identified
in the agreement, for any use, without our prior written
In preparing this report, Nobis relied on certain information permission,shall be at that party's sole risk,and without any
provided by the Client and other parties referenced therein liability to Nobis.
which were made available to Nobis at the time of our
evaluation.Nobis did not attempt to independently verify the This report is for design purposes only and is not sufficient
accuracy or completeness of all information reviewed or to prepare an accurate construction bid. Contractors
received during the course of this evaluation. wishing a copy of the report may secure it with the
understanding that its scope is limited to design
2.The generalized soil profile described in the text is intended considerations only.
to convey trends in subsurface conditions.The boundaries
between strata are approximate and idealized and have 7.Nobis' findings and conclusions are based on the work
been developed by interpretations of widely spaced conducted as part of the scope of work set forth in our
explorations and samples; actual soil transitions are proposal and/or report, and reflect our professional
probably more erratic. For specific information, refer to the judgment. These findings and conclusions must be con-
exploration logs. sidered not as scientific or engineering certainties, but
rather as our professional opinions considering the limited
3.Water level readings have been made in the explorations data gathered during the course of our work. If conditions
at times and under conditions stated on the logs. These other than those described in this report are found at the
data have been reviewed and interpretations have been subject location(s), or the project design has been altered
made in the text of this report. However, it must be noted in any way, Nobis shall be so notified and afforded the
that fluctuations in the level of the groundwater may occur opportunity to revise the report,as appropriate,to reflect the
due to variations in rainfall, temperature, and other factors unanticipated changed conditions.
occurring since the time measurements were made. The
water table encountered in the course of the work may differ 8.Nobis' services were performed using the degree of skill
from that indicated in the Report. and care ordinarily exercised by qualified professionals
performing the same type of services, at the same time,
Recommendations for foundation drainage,waterproofing, under similar conditions, at the same or a similar property.
and moisture control address the conventional geotechnical No warranty, expressed or implied, is made.
engineering aspects of seepage control. These recom-
mendations may not preclude an environment that allows Compliance with Codes and Regulations
the infestation of mold or other biological pollutants.
9.Nobis used reasonable care in identifying and interpreting
4.Nobis'geotechnical services did not include an assessment applicable codes and regulations. These codes and regu-
of the presence of oil or hazardous materials at the lations are subject to various, and possibly contradictory,
property. Consequently, we did not consider the potential interpretations. Compliance with codes and regulations by
impacts (if any) that contaminants in soil or groundwater other parties is beyond our control.
may have on construction activities,or the use of structures
on the property. Opinion of Cost
Additional Services 10.This report may contain or be based on comparative cost
opinions for the purpose of evaluating alternative
5.Nobis recommends that we be retained to provide services foundation schemes. These opinions may also involve
during future site observations, design, implementation approximate quantity evaluations. It should be noted that
activities, construction and/or property development/ quantity estimates may not be accurate enough for
redevelopment. This will allow us the opportunity to: i) construction bids. In addition,since we are not professional
observe conditions and compliance with our recom- estimators of labor and materials cost, the evaluation of
mendations, design concepts and/or opinions; ii) allow for construction costs should be considered as approximate
changes in the event that conditions are other than guidelines and could vary significantly from actual costs.
anticipated; iii) provide modifications to our design recom- Nobis does not guarantee the accuracy of our cost opinions
mendations; and iv)assess the consequences of changes as compared to contractor's bids for construction costs.
in technologies and/or regulations. END OF LIMITATIONS
APPENDIX B
Description of Field Explorations
Exploration Logs
DESCRIPTION OF FIELD EXPLORATIONS
In total, seventeen test borings, were advanced within the project area between January 2, 2025
and January 13, 2025 to aid in the design of the proposed new athletic field lighting poles.
Test borings were advanced to a depth of approximately 26 feet below the existing ground surface
by New England Boring Contractors of Derry, New Hampshire using track-mounted drilling
equipment and drive and wash techniques. Test boring soil samples were obtained nearly
continuously from the ground surface to a depth of 10 feet and at 5-foot intervals thereafter,using
a standard 2-inch outside-diameter split-barrel sampler. Standard Penetration Tests (SPTs)were
performed in general accordance with industry standards. Density of soil samples are based on
N-values,which is determined by the number of hammer blows required to advance the sampler
from 6 to 18 inches.
An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed
on this site. A greater efficiency is typically achieved with the automatic hammer compared to
the conventional safety hammer operated with a cathead and rope. Published correlations
between the SPT N-values and soil properties are based on the lower efficiency cathead and rope
method. This higher efficiency affects the standard penetration resistance blow count (N) value
by increasing the penetration per hammer blow over what would be obtained using the cathead
and rope method. The effect of the automatic hammer's efficiency has been considered in the
interpretation and analysis of the subsurface information for this report.
Explorations were located in the field by using available site plans, paced measurement and line-
of-site referencing existing site features. The accuracy of exploration locations should only be
assumed to the level implied by the method used.
Visual classifications of soil are shown on the individual exploration logs included in Appendix
B. Groundwater conditions were evaluated in each exploration at the time of site exploration
program. Groundwater elevations may fluctuate seasonally with variations in rainfall, runoff, and
other factors.
File No.100845.000 Nobis Group°
High School Athletic Fields,North Andover,MA 1 February 28,2025
BORING LOG Boring No.: A-1
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 13,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 13 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)120
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
0 01/13/25 13:00 6.0 14 26 25 minutes
0
Size ID(in.) 4" 1-3/8
0
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. U (ft.) z
S-1 18 0-2 8 '•' TOPSOIL S-1 A(12"):Medium dense,brown,fine SAND and Silt. Few root fibers.Moist.
� 1 5 i''a•i 119.0/1.0
° 5 S-1 B(6"):Medium dense,light brown,fine to medium SAND,some Silt.Moist.
X 2 8
W S-2 15 2-4 10 S-2:Medium dense,light brown,fine to medium SAND,some Silt.Moist.
Q 3 14
15
v 4 13
S-3 3 4-6 19 S-3:Very dense,light brown,fine to medium SAND,some Silt,One large piece of gravel.Moist.
Q 5 32
Q 23
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W 7 S-4 12 6-8 17 S-4:Dense,light brown,fine to medium SAND,some Silt,little fine to coarse Gravel.Wet.
22
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< 8 13
fr
S-5 10 8-10 9 S-5:Medium dense,light brown,fine to medium SAND,some Silt,little fine to coarse Gravel.Wet.
9 16
18
10 33
U 1
= 11
w
0 12
z
Q
z 13
w
Q 14 106.0/14.0
0 S-6 15 14-15.4 19 S-6:Dense,gray,SILT and fine to coarse Sand,little fine to coarse Gravel.Wet. [Sieve Results:
CD
15 20 °•� Gravel=13.3%,Sand=36.7%,Fines=50.0%].
't 17 .o•'
16 1/0, ••O•'
17
co
'•�•
N 18 .o.�
Co 19 0'
N
S-7 11 19-21 25 '•d•' S-7:Very dense,gray,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
0 20 34 0.
* GLACIAL TILL
33
0 21 38
~ 22 0••��
U
O •O'
� 23
� °•
w 24 0.
Q S-8 13 1 24-26 39 ••O•' S-8:Very dense,gray,fine to medium SAND and Silt,some fine Gravel.Wet.
Q 25 42 0•�
44
z
� 1 Boring terminated at 26 feet. 2
om 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
0 some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: A-2
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 13,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 13 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)120
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/13/25 11:00 5.75 14 26 25 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft.) z
S-1 18 0-2 6 S-1:Medium dense,brown,fine to medium SAND and Silt. Few root fibers. Moist.
0 1 4 i�'.�a•i
J
4 TOPSOIL
x 2 11 ��``%•' 118.0/2.0
W S-2 12 2-4 13 S-2:Medium dense,light brown,fine to medium SAND,some Silt. Dry.
Q 3 13
9
v 4 9
03
S-3 20 4-6 13 S-3:Dense,light brown,fine to coarse GRAVEL and Silt,little fine to coarse Sand. Dry.[Sieve
Q 5 20 Results:Gravel=39.0%,Sand=24.0%,Fines=36.6%].
0 6 18 �
0 16
W 7 S-4 10 6-8 24 S-4:Dense,light brown,fine SAND and Silt,trace fine Gravel.Moist.
30
w 15
8 8
S-5 16 8-10 5 S-5:Medium dense,light brown,fine GRAVEL,some Silt,some fine to coarse Sand.Wet.
9 11
12
w 10 14
11 FILL 1
w
0 12
z
Q
z 13
J
Q 14
o S-6 13 14-15.4 15 S-6:Dense,brown,fine to medium SAND and Silt,trace fine Gravel.Wet.
0 15 16
� 1 17
00
16 1/0,
CD
17
L
18
O
N
N
19 101.0/19.0
N
S-7 20 19-21 17 S-7:Very dense,gray,fine to medium SAND,some Silt,little fine to coarse Gravel.Wet.
0 20 23 •�
0 34 0.
21 33 d..
U 22
O
w 23 '•�•' GLACIAL TILL
w 24 0'
Q S-8 16 24-26 33 '•O•' S-8:Very dense,gray,fine to medium SAND,some Silt,little fine Gravel.Wet.
Q 25 53 °'C
o
45
z 26 61 'o 94.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: A-3
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 13,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 13 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)118
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/13/25 14:30 5.5 14 26 15 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev. Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft.) z
S-1 16 0-2 7 S-1:Medium dense,brown,fine to medium SAND and Silt. Moist.
0 1 8 i�'.�a•i
8 TOPSOIL
J
X 2 6 116.0/2.0
W S-2 13 2-4 12 S-2:Dense,brown/light brown,fine to coarse SAND,little Silt.Dry.
0 3 14
16
m4 14 FILL
S-3 12 4-6 19 S-3:Dense,light brown,fine to coarse SAND,little Silt. Dry.
Q 5 18
0 21 1
0 6 23 112.0/6.0
W 7 S-4 11 6-8 15 S-4:Very dense,light brown,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
25
0 26 .o
8 29
'.0. GLACIAL TILL
S-5 13 8-10 23 o.� S-5:Very dense,light brown/gray,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
9 27
0 28
w 10 31 108.0/10.0
= Boring terminated at 10 feet. 1
� 11
w
0 12
z
Q
z 13
J
Q 14
0
CD
15
0
LO
00
6 16
0
0
LO
17
co
L
18
O
N
Co 19
N
20
T
0 21
N
ti
U 22
O
a 23
J
a_
w 24
Q 25
0
z 26
C9
U)
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Boring terminated due to time constraints.Bore hole backfilled with spoils and sand to ground surface.
w little 10-20 few
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: A-4
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 10,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 10 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)120
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/10/25 02:00 6.5 14 26 25 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. (ft) z
S-1 20 0-2 45 TOPSOIL S-1 A(6"):Very dense,brown,fine to medium SAND and Silt.Moist.
�
1 54 119.5/0.5
° 49 S-1 B(14"):Very dense,brown/gray,fine to coarse SAND,some Silt,little fine to coarse Gravel.
w 2 31 Dry.
W S-2 12 2-4 17 S-2:Very dense,light brown,fine to medium SAND,little Silt. Dry.
Q 3 39
30
v 4 33
S-3 10 4-6 13 FILL S-3:Dense,light brown,fine to medium SAND,some Silt,little fine to coarse Gravel.Wet.
Q 5 20
Q 13
0
6 12
W 7 S-4 8 6-8 12 1 S-4:Medium dense,light brown,fine to medium SAND,some Silt,little fine to coarse Gravel.Wet.
14
w 12
8 11 112.0/8.0
S-5 14 8-10 10 S-5:Medium dense,light brown,fine to medium SAND and Silt,little fine Gravel.Wet.
9 14 0•�
13 0.
10 17 d'
= 11
0 12
Q o•�
z 13
W
14 0•�
o S-6 17 14-15.4 28 �•• S-6:Very dense,light brown,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
0 15 32 .
L
0 16 4/ .3
0
� 17 •o.\/• GLACIAL TILL
co
18 .o
Co ' .'
N 1 g o•C
N
S-7 20 19-20.8 39 S-7:Very dense,light brown,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
20 48
.o'
63
0 21 60 4"
N
c~� 22
0 0•�
J 23 0.
2
w 24
Q S-8 12 24-25.3 55 �'� S-8:Very dense,light brown,fine to medium SAND,some Silt,trace fine Gravel.Wet.
Q 25 51 •o•.
50/411
z 26 94.0/26.0
U) Boring terminated at 26 feet. 2
om 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
0 some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-1
Boring Location:See Exploration Location Plan
0
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 7,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 7 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/07/25 11:00 5 9 26 45 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev. Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. (ft.) z
S-1 24 0-2 4 S-1:Medium dense,brown,fine SAND and Silt.Some root fibers.Moist.
0 1 6 i�'.�a•i
6 TOPSOIL
J
X 2 10 103.0/2.0
W S-2 20 2-4 10 S-2:Medium dense,gray/orange,fine SAND and Silt,little fine Gravel.Dry.
Q 3 14 °•�
U_ 11 0•'
m4 14 ''�' GLACIAL TILL
D S-3 20 4-6 14 'o:� S-3:Medium dense,gray/orange,fine SAND and Silt,little fine Gravel.Dry.
Q 5 23 1
0 16 O•
0 6 14 99.0/6.0
w S-4 18 6-8 14 V S-4:Medium dense,white/gray,fine to coarse SAND,little fine to coarse Gravel,little Silt.Dry.
1 7 18
0 19
8 19 v
S-5 19 8-10 16 J S-5:Medium dense,white/gray,fine to coarse SAND,little fine to coarse Gravel,little Silt.Dry.
9 17 V
17 J�
LU 10 19LU
J
12 J�
o V �
a J
z 13 v �
W J
a 14 V
o S-6 14 14-15.4 56 J S-6:Very dense,white,DECOMPOSED BEDROCK.Wet.
0 15 57
LO
63/5"
16 DECOMPOSE
BEDROCK
17LO
co
J�
V
18LO
J
NCo
V
N 19 v �
S-7 19-21 27 J S-7:Very dense,gray/silver,DECOMPOSED BEDROCK.Wet.
20 29 V
T 23 J
0 21 34
22
0 J
W
23 J
_J v �
w 24 V �
Q S_8 13 24_26 29 J S-8:Very dense,white,DECOMPOSED BEDROCK.Wet.
Q 25 40 v
51 J
z
_ 26 59 79.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-2
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 7,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 7 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/07/25 14:30 6.5 14 26 25 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) o
z o &No. (in.) (ft.) 6 in. (ft.) z
S-1 18 0-2 6 S-1:Medium dense,brown,fine to medium SAND and Silt. Moist.
0 1 4 i�'.�a•i
J
6 TOPSOIL
x 2 15 ��``%•' 103.0/2.0
W S-2 20 2-4 20 S-2:Medium dense,light brown,fine to medium SAND and Silt,little fine Gravel. Dry.
Q 3 17
17
v 4 19
03
S-3 16 4-6 10 S-3:Medium dense,greenish light brown/gray,fine to medium SAND and Silt,little fine Gravel.
Q 5 18 Dry.
Q 16
0
6 17
W 7 S-4 3 6-8 11 1 S-4:Medium dense,light brown/gray,fine to medium SAND and Silt,little fine Gravel. Dry.
14
w 19
8 20
FILL
S-5 13 8-10 15 S-5:Medium dense,light brown,fine to coarse SAND,some Silt,little fine Gravel. Dry.
9 16
11
w 10 11
U 1
= 11
w
0 12
z
Q
z 13
Boulder 6 inches in diameter encountered at 13 feet below ground surface.
Q 14 91.0/14.0
o S-6 14 14-16 6 S-6:Medium dense,gray,SILT and fine to coarse Sand,trace fine Gravel.Wet.[Sieve Results:
0 15 14 Gravel=2.8%,Sand=35.7%,Fines=61.5%].
LO
13
0 16 15
T
17
LO SILTY SAND
L
co
18
O
N
_ 19 86.0/19.0
S-7 12 19-21 13 V S-7:Very dense,gray/white,DECOMPOSED BEDROCK.Wet.
0 20 19
c? 42 V �
T 1
0 21 48 v
0 22 V�
DECOMPOSE
Q23 �/� BEDROCK
w 24 VJ
Q S-8 12 24-25.4 20 V S-8:Very dense,gray/white,DECOMPOSED BEDROCK.Wet.
Q 25 26
60/5" VJ
z 26 79.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0 Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-3
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 8,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 8 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/08/25 11:45 8.75 9 26 25 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. (ft.) z
S-1 14 0-2 10 '•' TOPSOIL S-1A(8"):Medium dense,brown,fine to medium SAND and Silt.Dry.
0� 1 7 i''a•i 104.0/1
O .0
16 S-1 B(6"):Medium dense,light brown,fine to coarse SAND,some Silt. Dry.
x 2 17
W S-2 8 2-2.8 24 S-2:Very dense,light brown,fine to medium SAND and Silt,little fine Gravel.Dry.
Q 3 60/3„
U_
u) 4
S-3 12 4-6 7 S-3A(6"):Very dense,gray,fine SAND and Silt. Moist.
Q 5 33
FILL
0 6 35 S-3B(6"):Very dense,light brown,fine to medium SAND and Silt.Moist.
0 14
W 7 S-4 15 6-8 13 S-4:Medium dense,gray,fine to medium SAND and Silt,little fine Gravel.Wet.
15
w 22
8 23
9 1 96.0/9.0
_J S-5 12 9-11 12 S-5:Medium dense,light brown,fine to medium SAND,some Silt.Wet.
W 10 14
U) 15 1
11 15
w
0
12
a
z 13
w
Q 14
0
S-6 12 14-16 5 S-6:Medium dense,light brown,SILT,trace fine to medium Sand.Wet.[Sieve Results:Gravel=
0 15 8 0.1%,Sand=9.8%, Fines=90.1%].
0 8
16 9
T
17
u7 SILTY SAND
L
co
18
O
N
N 19
N S-7 19-21 7
S-7:Medium dense,light brown,SILT,some fine Sand.Wet.
0 20 8
c? 7
0 21 14
ti
U 22
° Increased in drilling resistance at 22 feet.
Q 23
J
D_
w
24 81.0/24.0
Q S-8 7 24-26 9 -A S-8:Medium dense,gray,fine to coarse SAND,little Silt,some decomposed bedrock.Wet.
~ 25 7 DECOMPOSE
0 6 BEDROCK
z 26 13 79.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percenta a Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
0 some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-4
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 8,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 8 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/08/25 14:30 5.5 9 26 30 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft.) z
S-1 14 0-2 8 S-1:Medium dense,brown,fine SAND and Silt.few root fibers.Moist.
7 1 i�'.�a•i
7 TOPSOIL
0
J .
X 2 12 •��`%•' 103.0/2.0
W S-2 20 2-4 16 S-2:Dense,light brown/gray,fine to medium SAND,some Silt,little fine Gravel.Dry.
Q 3 71
29
v 4 17
03
S-3 14 4-6 17 S-3:Dense,light brown,fine SAND and Silt,little fine Gravel.Dry.
Q 5 22
0166 1 >00<
0 21
W 7 S-4 12 6-8 19 S-4:Very dense,light brown/dark gray,fine to medium SAND,some Silt,little fine Gravel.Dry.
39
p 58 >00< FILL
< 8 36
S-5 16 8-10 11 >00< S-5:Dense,light brown/gray,fine to medium SAND,some Silt,little fine Gravel.Wet.
9 17
23
w 10 41
U 1
= 11
w
0 12
z
Q
z 13 92.0/13.0
Q 14
o S-6 10 14-16 6 S-6:Medium dense,gray,fine SAND and Silt,trace fine Gravel.Wet.
0 15 6
't 8
00
16 6
LO
17
co
L
18
O
N
Co 19
S-7 12 19-21 6 SILTY SAND S-7:Medium dense,gray,SILT,trace fine Sand.Wet.[Sieve Results:Gravel=0.0%,Sand=
0 20 10 4.0%,Fines=96.0%].
c? 9
0 21 13
ti
U 22
O-
W--- 23
J
D_
w 24
Q S-8 24-26 5 S-8:Medium dense,gray,fine SAND and Silt,little fine Gravel.Wet.
Q 25 13
� 12
z 26 14 79.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-5
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 3,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 3 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/03/25 11:00 4.5 4 26 30 Minutes
o Size ID(in.) 4" 1-3/8 1 01/03/25 12:00 5 4 26 35 Minutes
Co
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. (ft.) z
S-1 22 0-2 1 S-1:Medium dense,brown,fine to medium SAND and Silt.Some root fibers.Dry.
0 1 4 i�'.�a•i
J
6 TOPSOIL
x 2 15 ��``%•' 103.0/2.0
w S-2 15 2-4 61 FILL S-2A(5"):Very dense,light brown/gray,fine to coarse GRAVEL.Dry.
Q 3 46 102.5/2.5
30 S-2B(10"):Very dense,brown,fine SAND and Silt,little fine Gravel.Dry.
cn 4 1500
0•'
S-3 20 4-6 17 1 ••C)•' S-3:Very dense,brown,fine to medium SAND and Silt,little fine Gravel.Dry.
Q 5 25
Q 47
0 6 63 ••
W S-4 24 6-8 56 S-4:Very dense,brown/light brown,fine to coarse SAND,some fine to coarse Gravel,some Silt.
7
53 �
Dry.
0 44
0< 8 43 •�•.
S-5 16 8-9.4 45 .o•� S-5:Very dense,brown,fine SAND and Silt,little fine to coarse Gravel.Dry.
9 36 0•'
0 J 60/5" .d.•
w 10 .
� �' 1
w 11 '•�}•
0 12
z
z 13 �.
Q 14
CD S-6 8 14-16 8 GLACIAL TILL S-6:Medium dense,gray,fine SAND and Silt.Wet.
0 15 9
't 6 °'3
00
16 10 .o•.
17 'o•3
co
18LO
',�•
N
N 19
S-7 20 19-21 11 •0'' S-7:Dense,light brown/gray,fine SAND and Silt.Wet. Redoximorphic staining present.
0 20 15
c? 15 0.0
0 21 10 .o•'.
0 22 0'C
Q 23 .
D_ •
w 24 0.3c
Q S-8 3 24-26 10 .0'• S-8:Medium dense,light brown/gray,fine to medium SAND,little Silt.Wet.
Q 25 14 d.
0 12 0'3
z 26 11 N 79.0/26.0
U) Boring terminated at 26 feet. 2
om 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
0 some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-6
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 3,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 3 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/03/25 11:25 6.8 4 10 60 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
o °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft) z
S-1 17 0-2 1 TOPSOIL S-1A(6"):Medium dense,brown,fine to medium SAND and Silt.Some root fibers. Dry.
< 1 5 104.5/0.5
O S-1 B(3"):Medium dense,light brown,fine to coarse SAND,little Silt. Dry.
a 2 14 14 S-1 C(8"):Medium dense,light brown,fine SAND and Silt,little fine Gravel.Dry.
W S-2 18 2-3.5 17 FILL S-2A(10"):Very dense,brown/gray,fine to medium SAND and Silt,little fine Gravel.Dry.
Q 3 17
60 S-2B(8"):Very dense,brown,fine to coarse SAND and Silt.Dry.
co 4 101.0/4.0
S-3 20 4-6 23 S-3:Very dense,light gray,fine to medium SAND,some fine to coarse Gravel,some Silt.Moist.
5 34 [Sieve Results:Gravel=32.8%,Sand=40.5%, Fines=26.7%].
Q 40 ,o•.
6 32 •C)•'
o .
w S-4 16 1 6-8 32 S-4:Very dense,light gray,fine to medium SAND and Silt,some fine to coarse Gravel. Moist.
7 61 _
0 67 �.
a 8 63
S-5 18 8-10 22 0'3 S-5:Very dense,gray,fine to medium SAND and Silt,some fine to coarse Gravel.Wet.
9 32
0 30 •O•
LLI 10 37 0
U) o•' 1
w> C
0 12 0:3
0
Q O.
z 13
u; 0'3
Q 14 p.
0
S-6 14 14-16 21 ••C)•' S-6:Dense,brown/red,fine to coarse SAND,some fine Gravel,some Silt.Wet.
0 15 23 6:
�
24 GLACIAL TILL
00
16 16 •o•.
CD
T •�
7 17
L 0:3
L
18 .O.
N '0.
Co
N 19 .o•.
S-7 16 19-21 24 •.d.• S-7:Very dense,gray,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
0 20 48 '
c? 52 0•�
0 21 44 .o'.
V 22 0-
�
O
Q 23 '•�•
2
w 24
Q S-8 20 24-26 49 :�•• S-8:Very dense,gray,fine to medium SAND and Silt,trace fine Gravel.Wet.
Q 25 41
0 37 0•LI z 26 43 .o'• 79.0/26.0
� Boring terminated at 26 feet. 2
m 27
O
z Soil Percenta a Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-7
Boring Location:See Exploration Location Plan
0
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 6,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 6 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
0 Drilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/06/25 10:45 7.2 9 26 30 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft) z
S-1 13 0-2 6 TOPSOIL S-1A(6"):Loose,brown,fine SAND and Silt.Some root fibers.Moist.
< 1 3 104.5/0.5
O S-1 B(7"):Loose,brown,fine to coarse SAND,little Silt.Moist.
J 5
x 2 10
W S-2 20 2-4 14 S-2:Dense,gray/light brown,fine to medium SAND and Silt,little fine Gravel. Dry.
0 3 25
22
co 4 13 FILL
S-3 20 4-6 13 S-3A(10"):Very dense,black,fine SAND and Silt. Moist.
Q 5 18
0 6 35 S-3B(10"):Very dense,gray/light brown,fine to medium SAND and Silt,some fine Gravel.Moist.
0 24
W 7 S-4 14 6-8 30 S-4:Very dense,light brown,fine SAND and Silt,trace fine Gravel.Wet.
24 98.0/7.0
w 36 -
8 17
S-5 19 8-10 22 S-5:Dense,light brown/gray,fine SAND and Silt,trace fine Gravel.Wet.
9 25
21
LU 10 21
= 1
� 11
0 12
z
Q
z 13
Q 14
S-6 18 14-16 16 S-6:Dense,light brown/gray,fine SAND and Silt,trace fine Gravel.Wet.
0 15 22
LO
00 14 SILTY SAND
6 16 24
T
LO
17
co
L
18
O
N
N 19
N
S-7 5 19-21 13 S-7:Dense,light brown/gray,fine SAND and Silt,trace fine to coarse Gravel.Wet.
0 20 18
15
0 21 22
ti
U 22
O
F 23
J
D_
2
w 24 81.0/24.0
Q S-8 5 24-26 26 S-8:Very dense,gray,fine to coarse SAND,little Silt.Wet.
Q 25 32
H
34 SAND
z 26 32 79.0/26.0
Boring terminated at 26 feet. 2
m 27
O
z Soil Percenta a Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: B-8
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 6,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 6 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)105
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/06/25 13:30 6.7 9 26 30 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
o °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft.) z
S-1 14 0-2 5 S-1A 7" Loose,brown,fine SAND and Silt.Some root fibers.D
Q .; TOPSOIL ( ): �'
0 1 4 i''a•i 104.0/1.0 S-1 B(7"):Loose,brown,fine to coarse SAND,little Silt.Dry.
7
w2 14 1030/2.o
w S-2 7 2-2.8 18 . C
S-2:Very dense,gray/brown,fine to coarse SAND and Silt,trace fine Gravel. Dry. [Sieve Results:
Q 3 60/3' (� Gravel=3.6%,Sand=51.6%,Fines=44.8%].
U
v 4 �•C�•
S-3 10 4-6 17 S-3:Very dense,light brown,fine to medium SAND and Silt,little fine to coarse Gravel. Moist.
Q 5 37
0 40 �•
6 54
W S-4 12 6-8 37 °'.�� S-4:Very dense,light brown,fine to medium SAND and Silt,some fine to coarse Gravel.Wet.
7 25
w 29 •d•
8 29 0-
S-5 15 8-10 16 0•• S-5:Very dense,light brown,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
9 19 •O•.
0 32 0.
' .
w 10 42
_ '0 1
> 0•(c
0 12 �b
a •d•
z 13 0'� GLACIAL TILL
Q 14 �.
CD
15 S-6 13 14-15.8 21 . S-6:Very dense,gray,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
CD
0 42
't 4500
16 60/3" '•O•'
T '0.V
17 '
LO
co •d•
N 18 0t�'
Co 19
N •o•.
•,�,'
S-7 4 19-19.8 34 S-7:Very dense,gray,fine to medium SAND and Silt,little fine to coarse Gravel.Wet.
0 20 60/3" 0•(�
c�
T �•
0 21 .Q.
U 22
O
a 23
o.3
w 24 .O'• 81.0/24.0
Q S-8 20 24-26 13 v S-8:Very dense,white,fine to medium SAND,little Silt,some decomposed bedrock.Wet.
~ 25 25 DECOMPOSE
0 52 J BEDROCK
z 26 28 79.0/26.0
U) Boring terminated at 26 feet. 2
m 27
O
z Soil Percenta a Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: C-1
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 2,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 2 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)104
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/02/23 00:00 7.5 9 26 25 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft.) z
S-1 18 0-2 1 S-1:Loose,brown,fine SAND and Silt. Few root fibers. Moist.
0 1
4 3 i�'.�a•i
J
TOPSOIL
x 2 7 ��``%•' 102.0/2.0
WS-2 16 2-4 10 S-2:Medium dense,light brown,fine to medium SAND,some fine to coarse Gravel,some Silt.
Q 3 14 Dry.
14
v 4 19
00
S-3 12 4-6 30 S-3:Dense,light brown,fine to coarse SAND,some fine to coarse Gravel,little Silt,Possible
Q 5 22 FILL asphalt fragments.Dry.
Q 17
0
6 23
W 7 S-4 10 6-8 16 S-4:Medium dense,light brown/black,fine to coarse SAND,some fine Gravel,little Silt. Dry.
12
w 7 1
8 8 96.0/8.0
S-5 16 8-10 9 S-5:Dense,gray,fine to coarse SAND,some Silt,little fine to coarse Gravel. Moist.
9 10
0 23
10 28
= 1
� 11
>
0 12
z
z 13
w
Q 14
o S-6 14 14-16 11 S-6:Very dense,light brown/gray,fine to medium SAND and Silt,little fine Gravel.Wet.
0 15 25
't 25
00
16 20
17 SILTY SAND/
`O SILT
LD
18
00
N
19 T.
N
S-7 14 19-21 6 S-7:Very stiff,light brown,Clayey SILT,trace fine Sand.Wet.[Sieve Results:Gravel=0.0%,
0 20 7 Sand=4.5%,Fines=95.5%].
13
0 21 14
ti
U 22
O
a 23
J
D_
w 24
Q S-8 16 24-26 2 S-8:Medium dense,light brown,SILT,some fine Sand.Wet.
Q 25 7
0 8
z 26 7 78.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: C-2
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 2,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 2 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)104
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/02/25 11:00 6 9 10 10 Minutes
o Size ID(in.) 4" 1-3/8 1 01/02/25 12:00 5.5 9 20 35 Minutes
o i 01/02/25 14:00 5 9 26 45 Minutes
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION LITHOLOGY
�: U)
o . _0 L_°' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O � (ft) z
o .'.\A7.
S-1 20 0-2 2 '•' TOPSOIL S-1 A(14"):Medium dense,brown,fine SAND and Silt. Few root fibers.Moist.
Of1 6 i''a•i 103.0/1.0
° 10 S-1 B(6"):Medium dense,light brown,fine to medium SAND,some Silt,little fine Gravel.Dry.
x 2 12
W S-2 18 2-4 11 S-2:Medium dense,light brown,fine to medium SAND and Silt,trace fine Gravel. Moist.
0
� 3 1 FILL
12
v 4 15
S-3 18 4-6 8 S-3 A(8"):Dense,light brown,fine to medium SAND and Silt,trace fine Gravel,Pieces of coarse
5 12 99.0/5.0 gravel.Moist.
0 24 1 BURIED S-3 B(10"):Dense,gray to black,fine to coarse SAND,some Silt,little fine Gravel,Very few
0
6 16 1 TOPSOIL. organic fibers.Moist.
W 7 S-4 16 6-8 18 S-4:Medium dense,light brown,fine to coarse SAND,some Silt,little fine Gravel,Redoximorphic
15
U) 12 staining present.Wet.
0
8 12
S-5 24 1 8-10 7 S-5:Medium dense,gray,fine to coarse SAND and Silt,little fine Gravel,Slight organic odor.Wet.
9 4 [Sieve Results:Gravel= 11.8%,Sand=49.6%, Fines=38.6%].
7
LU 10 6
= 1
LLJ
� 11
0 12
a
z 13
w
Q 14
o S-6 12 14-16 1 S-6:Loose,gray,SILT and fine Sand.Wet.
0
0 15 3
0 3
16 3
T SILTY SAND
L0
17
L
18
D
N
N 19
N S-7 16 19-21 5
S-7:Medium dense,gray/brown,SILT,some Clay,trace fine Sand.Wet.
0 20 7
11
0 21 11
ti
U 22
O
a 23
J
D_
w 24
Q S-8 16 24-26 6 S-8:Medium dense,light brown/gray,SILT,some fine Sand.Wet.
Q 25 10
12
z 26 12 78.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: D-1
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 9,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 9 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)99
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/07/25 13:30 4.5 4 26 15 Minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. (ft.) z
S-1 13 0-1.5 14 S-1:Very dense,brown,fine to medium SAND and Silt,little fine to coarse Gravel.Moist.
0 1 13 '�'•�a'' TOPSOIL
65
X 2 97.0/2.0
WS-2 7 2-4 5 S-2:Medium dense,light brown,fine to coarse SAND,some Silt. Dry.
Q 3 7 >00<
)00<
� 6
v 4 5
00 S-3 14 4-6 5 1 S-3A(7"):Medium dense,light brown,fine to coarse SAND,some Silt. Dry.
'a 5 7
0106 S-3B(7"):Medium dense,brown,fine to medium SAND,some Silt.Wet.
>00<
0 8
w S-4 12 6-8 9 S-4:Medium dense,light brown/orange,fine to medium SAND and Silt,trace fine Gravel.Wet.
7 7 >00< [Sieve Results:Gravel=0.5%,Sand=59.2%,Fines=40.3%].
w 7
8 10
FILL
S-5 16 1 8-10 13 >00< S-5:Dense,light brown,fine to medium SAND,some Silt,little fine to coarse Gravel,few pieces of
9 19 >00< large rocks.Wet.
18
w 10 17 )00<
U) 1
= 11
w
0 12
z
Q
z 13
w
Q 14 85.0/14.0
S-6 8 14-16 9 0 VJ S-6:Dense,gray,fine to medium SAND and Silt,little fine Gravel,some decomposed bedrock.15 15 Wet.
LO
20 VJ
CD
16 23 v
17co
v �
J
18 V
LO
N 19 uJ
N
S-7 19-21 32 V S-7:Very dense,gray/white,DECOMPOSED BEDROCK.Wet.
0 20 33 DECOMPOSE
41 V BEDROCK
T 1
0 21 40
VJ
0 22 V
w
23 v�
w 24 VJ
25 S-8 11 24-26 41 V S-8:Very dense,gray/white,DECOMPOSED BEDROCK.Wet.
Q 39 J
0 40 v
z 26 45 73.0/26.0
U) Boring terminated at 26 feet. 2
(D 27
0
z Soil Percenta a Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
0 some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: D-2
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 9,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 9 2025
J ,
0
0
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)99
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/02/25 13:00 3 9 26 25 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) 0
z o &No. (in.) (ft.) 6 in. (ft.) z
o .'\AS-1 13 0-2 12 '.' TOPSOIL S-1A(8"):Medium dense,brown/black,fine to coarse SAND,some fine to coarse Gravel,some
� 1 13 i''a•� 98.0/1.0 Silt. Moist.
11 S-1 B(5"):Medium dense,light brown,fine to medium SAND,some Silt.Moist.
w 2 12
S-2 14 2-4 16 FILL - ��
w S 2A(10).Dense,light brown,fine to medium SAND,some Silt.Moist.
Q 3 21 IN
96.0/3.0
14 = ORGANIC S-2B(4"):Dense,black,SILT,little fine Sand.Wet.
4 8 SAND
S-3 13 4-6 7 00
95.0/4.0 S-3:Medium dense,gray,fine to medium SAND,some Silt.Wet.
5 6
'a
~ 12 SAND
Q
0
6 10 93.0/6.0
w S-4 16 6-8 12 S-4:Medium dense,light brown,fine SAND and Silt,little fine Gravel.Wet.
7 9
w 11 •o•.
8 9
S-5 10 8-10 13 '0.3 S-5:Medium dense,brown,fine to medium SAND and Silt.Wet.
� 9 13
12 •o'. GLACIAL TILL
J •/`\•.
LU 10 16 `J
3 1
LU
0
12 0• 87.0/12.0
Q V
z 13
V �
Q 14 V
0 S-6 12 14-16 9 J S-6:Medium dense,white,DECOMPOSED BEDROCK.Wet.
0
0 15 8 V �
13
00
16 15
T
17LO
VJ
co
18 VJ
N V
Co 19 DECOMPOSE
S-7 16 19-21 11 VJ BEDROCK S-7:Medium dense,gray,DECOMPOSED BEDROCK.Wet.some fine to coarse sand,little silt.
0 20 11 V
r 16 J
N 21 17
ti
0 22 VJ
F 23 VJ
a
_J V �
w 24
Q S-8 24-26 12 VJ S-8:Very dense,white,DECOMPOSED BEDROCK.Wet.some fine to coarse sand,trace silt.
0 25 42 V
49 J
z
26 42 73.0/26.0
U) Boring terminated at 26 feet. 2
m 27
0
z Soil Percentage Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
0 some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
BORING LOG Boring No.: D-3
Boring Location:See Exploration Location Plan
o
Project: North Andover High School Athletic Fields
w
Checked by: E.Adler
w Location: North Andover,Massachusetts
_ Date Start: January 10,2025
no,Dis
Q Nobis Project No.. 100845.000 Date Finish: January 10 2025
J ,
O
O
5 Contractor: New England Boring Contractors Rig Type/Model: Track/B-53 Mobile Ground Surface Elev.: (+/-)99
Driller: W.Hoeckele Hammer Type: Automatic Hammer
w Nobis Rep.: C.Piekarski Hammer Hoist: Automatic Datum: NAVD 88
oDrilling Method Sampler Groundwater Observations
z Type Casing Split-Spoon Date Time Depth Below Ground(ft.)Depth of Casing(ft.) Depth to Bottom of Hole(ft.)Stabilization Time
o i 01/10/25 11:30 3.5 9 26 20 minutes
0
Size ID(in.) 4" 1-3/8
00
0
Advancement Drive and Wash 140-lb Hammer
z _^ SAMPLE INFORMATION . _0 L_ LITHOLOGY
�: U)
0 °' " Stratum SAMPLE DESCRIPTION AND REMARKS
m a Type Rec Depth Blows/ ° Elev./Depth (Classification System: Modified Burmister) O
z o &No. (in.) (ft.) 6 in. O (ft.) z
S-1 13 0-2 6 S-1:Medium dense,brown,fine to medium SAND and Silt. Few root fibers. Dry.
0 1
7 7 i�'.�a•i
TOPSOIL
J
X 2 9 97.0/2.0
W S-2 6 2-4 10 S-2:Medium dense,light brown,fine to coarse SAND,little Silt,little fine to coarse Gravel.Dry.
Q 3 13
7 1
u) 4 6 FILL
DS-3 7 4-6 8 S-3:Loose,light brown/red,fine to coarse SAND,some fine to coarse Gravel,little Silt.Dry.
Q 5 4
~ 5
a
0
6 3 93.0/6.0
w S-4 8 1 6-8 6 S-4:Medium dense,gray,fine SAND and Silt.Dry.
7 11
w 12
8 10
S-5 6 8-10 22 S-5:Medium dense,brown,fine to medium SAND,some Silt.Wet.
9 18
13
LLI 10 10
SILTY SAND�
= 1
� 11
LU
0 12
a
z 13
w
a
14 85.0/14.0
0 S-6 10 14-16 7 6.. S-6:Medium dense,white/gray,WEATHERED BEDROCK.Wet.
0 15 14LO
�•�
1000
.o•'
16 16 O'
T .3
17
LO
18 .O
'
N B.
Co 19 0'
N
S-7 12 19-21 19 '•d•' S-7:Very dense,gray,SILT,little fine to medium Sand,trace fine Gravel.Wet. [Sieve Results:
0 20 30 .. GLACIAL TILL Gravel=0.9%,Sand= 19.7%,Fines=79.4%].
29
0 21 27 d
~ 22 0••��
U
O •O'
F 23
� °•
w 24 0.
Q S-8 11 24-26 33 ••O•' S-8:Very dense,gray,fine to medium SAND and Silt,little fine Gravel.Wet.
Q 25 36 0•�
40
z
U) Boring terminated at 26 feet. 2
(D 27
O
z Soil Percenta a Non-Soil NOTES:
o trace 5-10 very few 1)Water was introduced into borehole
J little 10-20 few 2)Boring terminated at target depth.Bore hole backfilled with spoils and sand to ground surface.
w
o some 20-35 several
w and 35-50 numerous
0
Soil descriptions,and lithology,are based on visual classifications and should be considered approximate.Stratification lines are approximate boundaries between stratums;transitions may be gradual. Page No. 1 of 1
TEST PIT LOG
PROJECT TEST PIT NO. TP-1
North Andover High School SHEET 1 of 2
Athletic Field Upgrades FILE NO. 100845.000
nobis North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
Depth Strata
Below Change& Subsurface Description Excavation Boulder USDA Soil
Grade Water Effort Qty/Class Type
(ft) Level
TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam
1 0.8'
SAND Tan-Brown, Fine to Coarse SAND, little Silt,trace fine Gravel. Moist- E N/A Sandy Loam
2 Wet.Water seeping in at a moderate rate at approximately 1.5 to 2 feet
1.6' below ground surface, at transition to Glacial Till. 11
3 Tan to Gray to Dark Gray, Fine to Coarse GRAVEL and fine to Extremelly
GLACIAL TILL coarse Sand, trace Silt, few cobbles/boulders. Dry. (Laboratory D 1A Gravelly
4 Test Results performed). Water perched at soil transition. Loamy
Becoming more dense with depth.Very few weathered bedrock Sand
5 fragments noticed at approximately 5 feet bgs.
5.0' Refusal encountered at 5 feet below ground surface.
6 Groundwater not encountered.
Redoximorphic features observed at approximately 2 feet below
7 ground surface.
8
9
10
11
12
13
14
15
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT
10 12"-24" A 0-10% Trace E = Easy
3 N 24"-36" B 10-20% Little M=Moderate
>36" C 20-35% Some D =Difficult
NTS 35-50% And
TEST PIT LOG
IIIIIIII PROJECT TEST PIT NO. TP-1
North Andover High School SHEET 2 of 2
Athletic Field Upgrades FILE NO. 100845.000
nob 'is North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
w rNly//1 U1P�➢rar/ /r�? '/
X' f �1 �� 1 �/�IluNlul�uiu(IIIIIufllllulillllllllllllllllllllllllllulifolllluilVulifGGG(IiIIIII��IiIIIIIUI�IVlillll�(fmimlilillulllifullllVlV�lillibNl((�f�illul6�liIIIIIfIIUIVI�Vulufifillllllllll
of TOPSOIL
0
(f/jAf�
n �rY� ;fve,»`�� /f ul�fmVuouulVulo dlm�I�uuluVuuuuuuuuuouuuumo�omol�IV�lluuuuuuulul uul(�fuuuuuuollouuVVV,
f1 SAND Jr
rar
/ �fuuumO�IVV�(u1111111IMiloml V�ulu�fOV��(�(��f( IIUIVuuuouuulll11111uuuuuuuuuul
r
GLACIAL TILL
vy m / ," v� /;�, q � IIIV�iululUlUul m�l� IIIIIIIIIIIII
( � d
r
1,
r
rrrr;f ler Water
"'�� ✓ �1>' lr Vr%(ji ri ///,r%J le% tl f /r n id.
seepage
1 Ili
H / f
r � ., ��1/�ry�,.:r�;��/ ,r����, II���:r�'r"�a�l:'II'n �7�"i/�F� r�,%r�' � aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai%
l/r/1�� r1 j�/� I✓///flr%y/r�Vf rI� M,i� 3 fwl, F r'"liii � r �,
full I�II��I Vuuuuumuul uuuuuuuu��Vu�(NfVI(Vf Kiuluuululluuuf�(��(uuuuluuuuullliffuouuuiNoluuuuuuuuollium(CVuumuili,�� , r�( .,r, �Prr �/� I/)I�/,y,�j�,f. ,"1
GLACIAL TILL' "
III BNf.
uv ri, 1 /
f o i / f�!/,� r/�,1 r l�r a9➢iy"'°"..fir(l r,r I
fri✓><�'^�(,a,,,r��/i>(���I°��/)'�'� ';ter%% i1�I,;f J',r�1, ��� / j f r �,1 �� ,� r i<. �>l �,ygea
/i�
�9
1/14 ! i 'fill�a rrr `d'� r 9i„ of',,� rryil�iG11�1 r2r r, ryl 1 ,1
I
�'J,'�,,'%��/,,,'rlrl l✓r uVG��r/% // r 1 'i"��(I I` MI � � / ��/ J: J, i�>, ��'�„��r�rJ�9 �N,(','`
s �f i i i rr,�,�"IG/j,'�✓(�1;� I r J,, rl yd (l�f,�// ��, �ri e�� I m�� I ��/ ,r 9"�` f(
Y
I
1�� r
/ 4
��ryry r J
/
rr�/��i�������„I f�l �r r ¢I �,19'w 9P��ID1��rr�a�(��,F �»f//f h�f ✓�9
I ul 1 Ir»r i f r g/k iIr l%�, / r�w A✓ 9 � J
(ny � I� l�'f�y ✓/�f r�kr'i r 9 for mr � r ��r
yd f+�� ��I J N '•' � WYy
ry W
�011 /��� r/ae1�?r /�r�r✓Vi/y+ r I i('di'( ,�,�ri r � � r,;
�l / 1 i� Y I >!•,lill� wR lr� r / ^� �Of r, ��;awj,..„
Ir r
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
12
4 N
NTS
TEST PIT LOG
PROJECT TEST PIT NO. TP-2
North Andover High School SHEET 1 of 2
Athletic Field Upgrades FILE NO. 100845.000
nobis North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
Depth Strata
Below Change& Subsurface Description Excavation Boulder USDA Soil
Grade Water Effort Qty/Class Type
(ft) Level
TOPSOIL Dark Brown,Organic SILT,some fine to coarse Sand,several root/grass fibers. E N/A Silt Loam
1 Moist.
1.0' Tan-Brown Fine to Coarse SAND little Silt,trace fine Gravel. Moist-
2 SAND Wet.Water seeping in at a moderate rate at approximately 1.5 to 2 feet E N/A Sandy Loam
2.01 below ground surface, at transition to Glacial Till.
3 Grayto Dark Gray, Fine to coarse SAND some fine to coarse M Very
y, ,
GLACIAL TILL Gravel, little Silt, several cobbles, very few debris. Dry. Water N/A Gravelly
4 perched at soil transition. Becoming more dense with depth. Sandy
p Loam
5 Exposed wire noticed at 4.5 feet below ground surface.See Note 3.
5.0' Refusal encountered at 5 feet below ground surface.
6 Groundwater not encountered.
Redoximorphic features observed at approximately 2 feet below
7 ground surface.
8
9
10
11
12
13
14
15
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
3.)Colorful twined very thin wire(frayed)noticed during excavation,at 4.5 feet below ground Estimated Seasonal High Groundwater
surface. Unknown whether wire fell from higher elevation. Notified client at time of encountering.
BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT
12 12"-24" A 0-10% Trace E = Easy
3 N 24"-36" B 10-20% Little M=Moderate
R >36" C 20-35% Some D =Difficult
NTS \ 35 50% And
TEST PIT LOG
IIIIIIII PROJECT TEST PIT NO. TP-2
North Andover High School SHEET 2 of 2
Athletic Field Upgrades FILE NO. 100845.000
nob 'is North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
„i �;%, o,m %' �",i ;'.:://%e'ii'" %r ",,, -in�"`''a rir��,„ /r,-r'1�u//' ✓fl,„y/��iii,,y„ „1
r;�t r l:o/,^'�; m IuuuuuuuuuuuuuumuuuiViiiiii(uuuiuufuuuumiiif�uuuum I�fum��I�uuuiiuGGG(iiiiiiiiiiiiiifmuuumGfuulil�uuuuuiVuuuuuui"
t
SAND
a , l
� i rur f
/lir �i r r I D
rvvrJ f1!m
a
�/a�%�r �✓rail!>�//art r��r �(
N
ryl y,
G1/ti AW
(� DI4f,rd
�oyry"
9' �r V�
Wire t,
Encountered
TOPSOIL
wr /a °111
%r
GLACIAL TILL
U, J� �I'i �,; t� `t :hl � VIVIVIVIVIVII r ,, � Jd✓` ;ur�,� %/err �%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%%O
WaterII
r
f seepage
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
3.)Colorful twined very thin wire(frayed)noticed during excavation,at 4.5 feet below ground Estimated Seasonal High Groundwater
surface.Unknown whether wire fell from higher elevation.Notified client at time of encountering.
12
3 N
NTS
TEST PIT LOG
PROJECT TEST PIT NO. TP-3
North Andover High School SHEET 1 of 2
Athletic Field Upgrades FILE NO. 100845.000
nobis North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
Depth Strata
Below Change& Subsurface Description Excavation Boulder USDA Soil
Grade Water Effort Qty/Class Type
(ft) Level
TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam
1
0'7 Tan-Brown, Fine to Coarse SAND, little fine to coarse Gravel,trace
2 SAND Silt.Wet. Laboratory Test Results performed).Water seeping in at a E N/A Loamy Sand
2 0' rapid rate at approximately 1.5 to 2 feet below ground surface.Test pit
3 saturated with water completely within 10 minutes.
Test pit terminated at 2 feet below ground surface due to water
4 seeping into test pit at rapid rate.
Groundwater not encountered. See Note 2.
5 No redoximorphic features observed.
6
7
8
9
10
11
12
13
14
15
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Based on surrounding test pits, groundwater not encountered.Water encountered Groundwater
was most likely a large concentration of perched water. Estimated Seasonal High Groundwater
BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT
4 12"-24" A 0-10% Trace E = Easy
3 N 24"-36" B 10-20% Little M=Moderate
>36" C 20-35% Some D =Difficult
NTS 35-50% And
TEST PIT LOG
IIIIIIII PROJECT TEST PIT NO. TP-3
North Andover High School SHEET 2 of 2
Athletic Field Upgrades FILE NO. 100845.000
nob 'is North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
r �r r ,l / 1r /✓ � f K p� / G, /,
ra. (�... r....r, r r, rr,1 ��t..f✓, lr,�i� r.,,:. 1.. J. dd�,....� ,/ ,, W ,..1 �.
..J.- ®/ /✓a � ... flea,. r >i .V A ,. r,.� tr ,r
4 ,.:"n .:, ,,,... U r= // rr r.., ,/,.. r, NY.. i. ✓ ,,„J r V J ,✓rw / r.,,r r / N� r, N / � J Llo � r✓ 1/ r 16 !, r py, '� �,�, ra, n a_/✓ / ", 1 ,./ ..,_, /r .,,��.. I, ,r .../.rr� .i ./ri//i.�; ,,,< ��..//, v Zvi i ..,.
r ,.., ,.., 1�1�. W, ✓J ,.. Jf � ,;, 1� , ,li/ ✓,. o....,...,Y a ,/'^� �rJ r hvf �.v.,...,.,. r �..
ra Ni4rro,. :, vz,y/ SS4 Ir. fi ,,. J r //t, r., o,, ,,, !'>✓,�,,, .r, „r,, �, ,.,.._l lr
1N��,,r ,;; Na� r✓/ ,,,,;, .r,/ �,„�,,�, f ,, I /, a ,r>N / ,r,1 1 r (. f �`/i w �iru 0 „r, ,'u r r,N,�; ,.,r -'�i.r N. ,✓ f,ado ,.r, ,,l,/,".�i`/ ,,,., ! /..., �,....,, r,.a�;,r JIN=,,,, ,. rl <..
,ID,.1 r. ,r,4VI, r,,�,,�OIJJ f�,/ �,r,r✓1 z.) ,,,.r r r r a`//j,/, _,����,,.,�`4/��' �r,,: ,,,,,y�,,.,�;,, c„,�, 1,^ %/ r!;,
%. /,p f,r ,,,,: ,w.:,%11�i/,,,✓/� N4/ ��0/,, 1 e ,, �, y /,�� /"�, nr IruA, %�":" ,�
r, aav�/ ,,,��w /fJ,, (,,;, <, ,r�aflls„, /e, �i�,, /j��',r,r�r//,�,/y✓, V,,Y /`',,2ty
,�,,;,I;P f a 1�1 r-„d('/„rll � ,;'�/�; r ,,s(�Y�fy(r,K/r ,l�✓r,�� ",/.� ,lll(ry,� m7 ,/;r,,ro� r;�rt r„ /� �' i; ap ^ ;f�%�
TOPSOIL
„':D�Ar,,r:,f,.;% r ">! ,j �,c,/," :.� 1,1,:�,✓i a /i J;„f! ,'!1 �/'Uru"!r,ro%./„'ll /%i rrv/y�. �i,/ i VIJ�`.�.
r
I (af )r a:,� ,,r'V�il,%� ,../ %,f" ,:-,r ;1, ^r✓ °'J;/ i,'f% ��ii r!�I, �J' r
0
» ai Ji ff �/r� � frtfl rOri p r� `rrr;;
r Ir, i(r/ lrrry flu 1 r dyi l �rdd9s r/'j>,�rry 4 Y ml
i
i
Sri r
�'qa x �Y�iV'�f/ �°;�,der`�, ``%,�/�'I!�r��'�'"; ! �I uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuui
,, I r N�4 G�x Nl�/ /YiW J1�i��G`rl J u r Ii� VI�mIIVu��NmmlVl�mll
r
r �
i r 1''' �IIIIIIIIIIIIIIIIIIIIIIIIII
,rr 1
r."if r� /%�� 1 '-u 1/ ,a ,'�' l uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu
/ Water
pooling
(Perched
0
,
water
-
I
r '9, r ;jV Jtl
i
r u
Al
9 `
re
r:
a
Y'r�
Iv
y
TOPSOIL
r
J
r
r
" I
N,9
r
I
v r
a
JY
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
4
3 N
NTS
TEST PIT LOG
PROJECT TEST PIT NO. TP-4
North Andover High School SHEET 1 of 2
Athletic Field Upgrades FILE NO. 100845.000
nobis North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
Depth Strata
Below Change& Subsurface Description Excavation Boulder USDA Soil
Grade Water Effort Qty/Class Type
(ft) Level
TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam
1 0.7'
SAND Tan-Brown, Fine to Coarse SAND, little Silt, trace fine Gravel. Moist- E N/A Sandy Loam
2 Wet.Water seeping in at a slow rate at approximately 1.5 to 2 feet
1.91 below ground surface, at transition to Glacial Till.
M Very
3 Gray to Dark Gray, Fine to coarse SAND, some fine to coarse Gravelly/
GLACIAL TILL Gravel, trace Silt, several cobbles/boulders. Dry. (Laboratory Test 1A Cobbly
4 Results performed). Water perched at soil transition. Becoming D Sandy Loam
4.0 more dense with depth.
5 Refusal encountered at 4 feet below ground surface.
Groundwater not encountered.
6 Redoximorphic features observed at approximately 2 feet below
ground surface.
7
8
9
10
11
12
13
14
15
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT
8 12"-24" A 0-10% Trace E = Easy
3 N 24"-36" B 10-20% Little M=Moderate
>36" C 20-35% Some D =Difficult
NTS 35-50% And
TEST PIT LOG
IIIIIIII PROJECT TEST PIT NO. TP-4
North Andover High School SHEET 2 of 2
Athletic Field Upgrades FILE NO. 100845.000
nob 'is North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
�////�/ 1�1/,, /�,WI%%�lupi"%"' ��� / / /f �'�/// ';�/� I � //�/� Ill ��r f G ,,�,✓,�ii„ lV�/
, .,; .,Ii� !" �m,,; ra.. 'rr � I�
rr
r
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n( �4 fVi/! , �r I�rvv r, olh�Gml �"r,S "r ,J o //i.%� �AND , ,, Water G L ACIAL TI LL
ri!', P tl�y„ ''�V I ,
r /,goo f ° o ! �'
e
e p a g e
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,
i
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,
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r l9,y „r„ f�l, ,,, �„," G`; r ��r ,.1✓�/,�, � f �i � Pl�r i
,. � ..,rs.%iN'l.. ! (sr J ", r,; , r,, a'✓ ,.,'T,v',,.d„"m, i..o..� ;:'� � c,„1 1 ,:.I, '., ,
ly, Vr, m, ,. IV! ilIll,,r"�/ � ;✓Yr- d �' /" ?,:. I „ir ye. 1, Ir "(.„ Il, aov��19�� 1 1 ,., :f lII rlI a ru�v,u?,,,,,{ r,,I,�yrgy,N�f�I,c V➢WIt✓I„ y :f �,u�r 4;,v,.,� ,: ±, Vr,,e/ !,.. � ,:a n i, ,� /
I �r
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a4rI„
I�
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G ;, ! ,,,'ai ro I✓'y i ,ul li r,. l� /r" ,:,' I,/ �� ;, ,: �,� r ", IU i,f r, i� J:..
I
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,..:. f ,,,f a ,,,:.aw .f ., �,..,:.I � :..,, ,,rr�i � G,ufl. /✓�,:..� �✓ 9 ,, ;s, ;. ,
r i I IVv �luppll'I�f�I;n I�I�'
r „
r r/, ,, r�,
r,,,,.r, ,' ,,.yip i 1
irk✓,, �.,,, �,..,,, �.,w,,,,,1�1,,;
��/!g�?!, ,... 1Hr%'IV;,"�, V�,gJf', ,.,�, ;)„�l� /9 N'��1;
f/ D g ra r,,
ire a,Pll'V'/Jd`r�if(u "io a r.,N..r..'/,�1��9�r :rmol�l�{�MI�'rlgd" ',,.`r,,.Jii`,}G'i„ �Illff�� u' �>'.�0 "✓�", 14 m r Vie ("g,4 ���i„
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
8 �-
3 N
NTS
TEST PIT LOG
PROJECT TEST PIT NO. TP-5
North Andover High School SHEET 1 of 2
Athletic Field Upgrades FILE NO. 100845.000
nobis North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
Depth Strata
Below Change& Subsurface Description Excavation Boulder USDA Soil
Grade Water Effort Qty/Class Type
(ft) Level
TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam
1 Moist.
Tan-Brown, Fine to Coarse SAND,trace fine to coarse Gravel,trace
2 SAND Silt. Moist-Wet. (Laboratory Test Results performed).Water seeping in E N/A Loamy Sand
2 0, at a moderate rate at approximately 1.5 to 2 feet below ground surface, Very
3 at transition to Glacial Till. Gravelly
4 Gray to Dark Gray, Fine to Coarse SAND, some fine to coarse Sandy
Loam
Gravel, little Silt, few cobbles. Dry. Water perched at soil
4.0' transition. Becoming more dense with depth. Very few weathered
5 bedrock fragments noticed at approximately 4 feet bgs.
6 Refusal encountered at 4 feet below ground surface.
Groundwater not encountered.
7 Redoximorphic features observed at approximately 2 feet below
ground surface.
8
9
10
11
12
13
14
15
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT
14 12"-24" A 0-10% Trace E = Easy
3 N 24"-36" B 10-20% Little M=Moderate
>36" C 20-35% Some D =Difficult
NTS 35-50% And
TEST PIT LOG
IIIIIIII PROJECT TEST PIT NO. TP-5
North Andover High School SHEET 2 of 2
Athletic Field Upgrades FILE NO. 100845.000
nob 'is North Andover, Massachusetts CHKD BY C. Piekarski
Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD
Contractor Cryan Landscaping Model 305 CR Datum NAVD88
Operator Jeff Capacity 1/4 cy Date Start 12/18/2024
Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024
r�e�1J v°>,Mr��:k„'1➢��'r�h'� /f/ar/ r 9J /r y, r U,yi /l��r,
r r 1,vlmrEi Iy 'J` / �
i 1°�v��,rfi/, ✓1 V n,ie''as r)J;� l�, f ��� � /iy 9�N`^'r G!(J�/ D �� °
''�,�� TOPSOIL �'�✓�, ,�,,,��r��, , ✓r, �y�% � �� , �/�, r
/��>`J� � f '� /� � � I%� / r�'0'��N� r c�Ulf r� ➢����r�N
sk
ar UN.
/ I I
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° U
u d i G
%� � 'r✓�,r/f�/ Ir)' G /�%�/��i �� / �r r'. Il!�"���%r� � �r�'�l Tf�i1
f 1 i r
r l
r l G 7„ x
J �J(,, N( rrr ✓ r:,��� r Ur r/ry/ �� ..U;
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII '''%"( " "'' /' b.
ef
SAND&SILT �IIIIIIIIIIIIIIIIIIII �� ,���, °
f r ,/ I I
Ir Pu
uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuluuuuuuuuuu°uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu / „,r„yJu ;,1 p%"c�.,,�> � o
ry r r✓x'°,Ur°o�`, �,�`�`r�'' 0 0
UrAl, fi � Y' �it/�� r� 0 0
r
%J r
Wate
Water
seepage
/
,
r,
e seep ag ,/
or y, N
/
r /
�0 ,,//"rfiYr �UN�N,"""r �l� �a�j➢"�'( ��tl
!N PGI // 1w rr9r�lN //000/i�VlN/, j� Nfj i /J�irrr r'ir �/N/� r
l'
f �� lrf✓b��irry// ff i r� ��1° ON( fi%/
//
//
or � ��"` ✓0�/%/r%JrraUrrar li��/ l r � � S�Ul
0
l f r
/�✓rr r%6 /' �/ /r rr �
r !1 /
r
W
1
1 r i ra/ f
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII r";1 rt l° � �`I�� TOPSOIL J
�� I I
f
GLACIAL TILL 1
/
l i
r,
i
I
1,-
/
I �r
/
r uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuul �/ � � ,, ;,
ly li V Ifii ifs
/ v
r
r
z,
7,� mod✓ 1 � wI 1,
Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS
2.)Groundwater not encountered. V Groundwater
Estimated Seasonal High Groundwater
14
3 N
NTS
PAVEMENT CORE LOG
" lii IIIII I¢4Qy
PROJECT TEST PIT NO. TC-1
SHEET 1 of 1
North Andover High School Field Upgrades FILE NO. 100845.000
North Andover, Massachusetts CHKD. BY E.Adler
Engineer C. Piekarski Make Portable Pavement Corer Ground El. ±99.0
Contractor NEBC Diameter 6 inch Datum NAVD-88
Operator Adam Depth of Time Start 9:00 AM
Weather Cloudy Windy 20s Pavement 3.5 inch Time End 9:30 AM
Date 1/9/2025
Depth Strata
Below Change& Subsurface Description
Grade Water
(ft) Level / r
Concrete Court
/ r
6 inches in diameter,
0.1 Pavement approximately 3.5 inches in
Core thickness
If a
II,
D '
l' f
11 i
0.3
im
r
i
II
t"
/
Fine to coarse GRAVEL and fine l /�/ l ,/�f / i, 1
Subbase0.5 �
to coarse Sand trace Silt moist.
giz
i
Bottom of Exploration at±0.5
Notes:
Tennis court cores collected and taken.Core hole backfilled with cement to court surface.Groundwater not encountered.
1
PAVEMENT CORE LOG
lii IIIII I¢4Qy
PROJECT TEST PIT NO. TC-2
SHEET 1 of 1
North Andover High School Field Upgrades FILE NO. 100845.000
North Andover, Massachusetts CHKD. BY E.Adler
Engineer C. Piekarski Make Portable Pavement Corer Ground El. ±99.0
Contractor NEBC Diameter 6 inch Datum NAVD-88
Operator Adam Depth of Time Start 9:30 AM
Weather Cloudy Windy 20s Pavement 3 inch Time End 10:00 AM
Date 1/9/2025
Depth Strata Below Change& Subsurface Description
Grade Water
(ft) Level ff'
o
Concrete Court
6 inches in diameter, y ,`
0.1 Pavement approximately 3.5 inches in
thickness
Core
P�I 0
i
0.3
Fine to coarse GRAVEL, and fine0.5
Subbase
, ire✓ , //
to coarse Sand trace Silt moist.
ell
AANU
Bottom of Exploration at 0.5
Notes:
Tennis court cores collected and taken.Core hole backfilled with cement to court surface.Groundwater not encountered.
1
APPENDIX C
Geotechnical Laboratory Test Reports
Particle Size Distribution Report
O O O
S w � E E- CO O N O O 0 0 O NT N
co N M \ M *kk *k *k *kkk
100
90
80
70
rC
W 60
_Z
LL
Z 50
W
U
ry
W 40
n
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 45.5 10.3 6.0 21.9 12.2 4.1
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Brown 3"max gravel and m/f sand trace silt
3" 100.0
2-1/2" 80.6
2" it 70.0 Atterber Limits
1-1/2 .2
1" 58 58.4 PL= NP LL= NV P1= NP
3/4" 54.5 Coefficients
1/2" 50.3 D85= 66.6375 D60= 28.1437 D50= 12.2610
3/8" 48.1 D30= 1.0159 D 1 5= 0.3825 D 1 0= 0.2269
#4 44.2 C u= 124.02 C c= 0.16
#10 38.2
20 27.5 Classification
#
# 0 16.3 USCS= GP AASHTO= A-1-a
#50 12.4 Remarks
#60 10.7 Sample submitted by client 12/19/24
#100 7.3 No soil specs provided
#200 4.1
(no specification provided)
Sample No.: L35736 Source of Sample: North Andover HS Athletic Field Date: 12/21/24
Location: TP-1 Elev./Depth: submitted
YANKEE ENGINEERING Client: Nobis Group
Project. Nobis Group
& TESTING, INC. Various Projects/Sites
IL- 11 Project No. 2021-31
Tested By: AK Checked By: SMM
Particle Size Distribution Report
C OC) C) CD CD CD CD O O
co c� N CD
M M *kk *k *k *kkk
100
90- 11 ril
80
70
rC
W 60
_Z
LL
Z 50
W
U
ry
w 40
n
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 4.7 5.9 11.4 50.3 24.7 3.0
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Tan 1"max sand little gravel trace silt
1" 100.0
3/4" 95.3
1/2" 95.3 Atterber Limits
3/8" 94.1#4 89.4 PL= NP LL= NV P1= NP
#10 78.0 Coefficients
#20 52.4 D85= 3.0905 D60= 1.0705 D50= 0.7927
#40 27.7 D30= 0.4571 D 1 5= 0.2557 D 1 0= 0.1910
#50 18.7 CU= 5.60 Cc= 1.02
#60 14.6
#100 7.0 Classification
#200 3.0 USCS= SP AASHTO= A-1-b
Remarks
Sample submitted by client 12/19/24
No soil specs provided
(no specification provided)
Sample No.: L35737 Source of Sample: North Andover HS Athletic Field Date: 12/21/24
Location: TP-3 Elev./Depth: submitted
YANKEE ENGINEERING Client: Nobis Group
Project. Nobis Group
& TESTING, INC. Various Projects/Sites
IL- 11 Project No. 2021-31
Tested By: AK Checked By: SMM
Particle Size Distribution Report
C OC) C) CD CD CD CD O O
CD
CN M
100
90
80
70
rC
W 60
_Z
LL
Z 50
W
U
ry
w 40
n
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 15.6 18.7 10.8 24.9 21.8 8.2
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Gray 2"max sand some gravel trace silt
2 100.0
1.5 100.0
1 if 95.0 Atterberg Limits
3/4if 84.4 PL= NP LL= NV P1= NP
1/2 74.4
3/8" 71.0 Coefficients
#4 65.7 D85= 19.4329 D60= 2.9135 D50= 1.4232
#10 54.9 D30= 0.4247 D 1 5= 0.1504 D 1 0= 0.0907
#20 41.9 Cu= 32.14 Cc= 0.68
#40 30.0
#50 24.5 Classification
# 0 21.5 USCS= SP-SM AASHTO= A-1-b
#100 15.0 Remarks
#200 8.2 Sample submitted by client 12/19/24
No soil specs provided
(no specification provided)
Sample No.: L35738 Source of Sample: North Andover HS Athletic Field Date: 12/21/24
Location: TP-4 Elev./Depth: submitted
YANKEE ENGINEERING Client: Nobis Group
Project. Nobis Group
& TESTING, INC. Various Projects/Sites
IL- 11 Project No. 2021-31
Tested By: AK Checked By: SMM
Particle Size Distribution Report
C OC) C) CD CD CD CD O O
CD
100
90
80
70
rC
W 60
_Z
LL
z 50
W
U
ry
w 40
n
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 4.5 3.0 9.7 37.8 40.3 4.7
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Tan 1"max f/m sand trace gravel trace silt
1" 100.0
3/4" 95.5
1/2" 95.5 Atterber Limits
3/8" 95.5#4 92.5 PL= NP LL= NV P1= NP
#10 82.8 Coefficients
#20 66.5 D85= 2.3366 D60= 0.6734 D50= 0.4929
#40 45.0 D30= 0.2823 D 1 5= 0.1710 D 1 0= 0.1300
#50 32.3 Cu= 5.18 Cc= 0.91
#60 25.6
2.2 Classification
#100 1
#200 . USCS= SP AASHTO= A-1-b
Remarks
Sample submitted by client 12/19/24
No soil specs provided
(no specification provided)
Sample No.: L35739 Source of Sample: North Andover HS Athletic Field Date: 12/21/24
Location: TP-5 Elev./Depth: submitted
YANKEE ENGINEERING Client: Nobis Group
Project. Nobis Group
& TESTING, INC. Various Projects/Sites
IL- 11 Project No. 2021-31
Tested By: AK Checked By: SMM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: A-1 Sample Type: Jar Tested By: ajl
ASe,�cd,&, srfix5S Sample ID: S-6 Test Date: 01/23/25 Checked By: ank
Depth : 14-16' Test Id: 801785
Test Comment: ---
Visual Description: Moist, olive gray sandy silt
Sample Comment: ---
Particle Size�� Analysis - ASTM D6913
_r_U U U
� � C O O O
U•— •—•—
.E t \0 O O 0
0 0 O 't O
100
90
80 1 �H �1111
70
iL
4--0 uu uu uu uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
13.3 36.7 50.0
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=3.5320 mm D30=N/A
1 inch 25.00 100
D60=0.1645 mm D15=N/A
3/4 inch 19.00 94
1/2 inch 12.50 93 D50=N/A D10=N/A
3/8 inch 9.50 89 Cu =N/A Cc =N/A
#4 4.75 87
#10 2.00 82 Classification
#20 0.85 76
ASTM N/A
#40 0.42 70
#60 0.25 65
AASHTO Silty Soils (A-4 (0))
#100 0.15 59
#140 0.11 54
#200 0.075 50 Sample/Test Description
Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:11 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: A-2 Sample Type: Jar Tested By: ajl
ASe,�cd,&, srfix5S Sample ID: S-5 Test Date: 01/30/25 Checked By: ank
Depth : 8-10' Test Id: 802457
Test Comment: ---
Visual Description: Moist, olive brown silty gravel with sand
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C: ._
U') 000
.�Lr) NM O O O O O 't O
100
90
80 1 �H �1111 �1111 1 �1111 �1111 �1111 �1 � �1111
70
iL
4--0 uu uu uu uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
39.0 24.4 36.6
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=8.8385 mm D30=N/A
1 in 25.00 100
D60=3.6616 m m D15=N/A
0.75 in 19.00 95
1/2" 12.50 93 D50=0.3998 mm D10=N/A
0.375 in 9.50 88 Cu =N/A Cc =N/A
#4 4.75 61
#10 2.00 58 Classification
#20 0.85 54 ASTM N/A
#40 0.42 50
#60 0.25 47
AASHTO Silty Soils (A-4 (0))
#100 0.15 42
#140 0.11 39
#200 0.075 37 Sample/Test Description
Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:11 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: B-2 Sample Type: Jar Tested By: ajl
Sample ID: S-6 Test Date: 01/25/25 Checked By: ank
Depth : 14-16' Test Id: 801787
Test Comment: ---
Visual Description: Moist, gray sandy silt
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C:
Ln O 00
O O O 0 0 � 0
N N
100
90
70
a�
60
iL
4--0 uu uu uu uu uu uu uu uu uu
a�
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
2.8 35.7 61.5
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=0.4938 mm D30=N/A
0.375 in 9.50 100
D60=N/A D15=N/A
#4 4.75 97
#10 2.00 94 D50=N/A D10=N/A
#20 0.85 89 Cu =N/A Cc =N/A
#40 0.42 84
#60 0.25 79 Classification
#100 0.15 72 ASTM N/A
#140 0.11 67
#200 0.075 62
AASHTO Silty Soils (A-4 (0))
Sample/Test Description
Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:12 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: B-3 Sample Type: Jar Tested By: ajl
Sample ID: S-6 Test Date: 01/25/25 Checked By: ank
Depth : 14-16' Test Id: 801788
Test Comment: ---
Visual Description: Moist, grayish brown silt
Sample Comment: ---
Particle Size Analysis - ASTM D6913
Ln O O O
O O O 0 011- 0
N 't N
100
90
70
iL
4--0 uu uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
0.1 9.8 90.1
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=N/A D30=N/A
0.375 in 9.50 100
D60=N/A D15=N/A
#4 4.75 100
#10 2.00 100 D50=N/A D10=N/A
#20 0.85 99 Cu =N/A Cc =N/A
#40 0.42 98
#60 0.25 97 Classification
#100 0.15 96
ASTM N/A
#140 0.11 94
#200 0.075 90
AASHTO Silty Soils (A-4 (0))
Sample/Test Description
Sand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
printed 1/30/2025 3:58:12 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: B-4 Sample Type: Jar Tested By: ajl
Sample ID: S-7 Test Date: 01/25/25 Checked By: ank
Depth : 19-21' Test Id: 801789
Test Comment: ---
Visual Description: Moist, dark gray silt
Sample Comment: ---
Particle Size Analysis - ASTM D6913
0 0 0
0 0 0 0 0 � 0
N lD •--� N
ir
90
80
70
iL
4--0 uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
0.0 4.0 96.0
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=N/A D30=N/A
#4 4.75 100
D60=N/A D15=N/A
#10 2.00 100
#20 0.85 100 D50=N/A D10=N/A
#40 0.42 99 Cu =N/A Cc =N/A
#60 0.25 99
#100 0.15 98 Classification
#140 0.11 97 ASTM N/A
#200 0.075 96
AASHTO Silty Soils (A-4 (0))
Sample/Test Description
Sand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
printed 1/30/2025 3:58:13 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: B-6 Sample Type: Jar Tested By: ajl
Sample ID: S-6 Test Date: 01/28/25 Checked By: ank
Depth : 14-16' Test Id: 802346
Test Comment: ---
Visual Description: Moist, light yellowish brown silty sand with gravel
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C: ._
U') 000
.�Lr) NM O O O O O 't O
100
90
80 1 �H �1111 �1111 1 �1111 �1111 �1111 �1 � �1111
70
iL
4--0 uu uu uu uu uu uu uu uu uu uu uu
a�
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
32.8 40.5 26.7
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=19.8548 mm D30=0.0883 mm
1 in 25.00 100
D60=1.4218 mm D15=N/A
0.75 in 19.00 82
1/2" 12.50 76 D50=0.3884 mm D10=N/A
0.375 in 9.50 76 Cu =N/A Cc =N/A
#4 4.75 67
#10 2.00 62 Classification
#20 0.85 57 ASTM N/A
#40 0.42 51
#60 0.25 45
AASHTO Silty Gravel and Sand (A-2-4 (0))
#100 0.15 40
#140 0.11 34
#200 0.075 27 Sample/Test Description
Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:13 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: B-8 Sample Type: Jar Tested By: ajl
Sample ID: S-2 Test Date: 01/25/25 Checked By: ank
Depth : 2-3' Test Id: 801791
Test Comment: ---
Visual Description: Moist, olive brown silty sand
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C:
Ln O 00
O O O 0 0 � 0
N N
100
90
80 �1111 �1111 1 �1111 �1111 �1 � �1111
70
iL
4--0 uu uu uu uu uu uu uu uu
a�
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
3.6 51.6 44.8
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=0.6620 mm D30=N/A
0.375 in 9.50 100
D60=0.1557 mm D15=N/A
#4 4.75 96
#10 2.00 93 D50=0.1051 mm D10=N/A
#20 0.85 88 Cu =N/A Cc =N/A
#40 0.42 80
#60 0.25 71 Classification
#100 0.15 59
ASTM N/A
#140 0.11 50
#200 0.075 45
AASHTO Silty Soils (A-4 (0))
Sample/Test Description
Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:14 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: C-1 Sample Type: Jar Tested By: ajl
Sample ID: S-7 Test Date: 01/25/25 Checked By: ank
Depth : 19-21' Test Id: 801793
Test Comment: ---
Visual Description: Moist, brown clay
Sample Comment: ---
Particle Size Analysis - ASTM D6913
0 0 0
0 0 0 0 0 � 0
N lD •--� N
90
80
70
iL
4--0 uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
0.0 4.5 95.5
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=N/A D30=N/A
#4 4.75 100
D60=N/A D15=N/A
#10 2.00 100
#20 0.85 100 D50=N/A D10=N/A
#40 0.42 99 Cu =N/A Cc =N/A
#60 0.25 98
#100 0.15 97 Classification
#140 0.11 96 ASTM Lean CLAY (CL)
#200 0.075 95
AASHTO Clayey Soils (A-7-6 (19))
Sample/Test Description
Sand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
printed 1/30/2025 3:58:14 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: C-2A Sample Type: Jar Tested By: ajl
ASe,�cd,&, srfix5S Sample ID: S-5 Test Date: 01/25/25 Checked By: ank
Depth : 8-10' Test Id: 801794
Test Comment: ---
Visual Description: Moist, very dark gray silty sand
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C: ._
Cul O O O
Ln — O O O O O 't O
U')M
•-�O 00 *k
100
90
80 1 �H �1111 111
70
iL
4--0 uu uu uu uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
11.8 49.6 38.6
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=2.1204 mm D30=N/A
1 in 25.00 100
D60=0.2097 mm D15=N/A
0.75 in 19.00 92
0.5 in 12.50 92 D50=0.13 34 mm D10=N/A
0.375 in 9.50 90 Cu =N/A Cc =N/A
#4 4.75 88
#10 2.00 85 Classification
#20 0.85 80
ASTM N/A
#40 0.42 73
#60 0.25 64
AASHTO Silty Soils (A-4 (0))
#100 0.15 53
#140 0.11 45
#200 0.075 39 Sample/Test Description
Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:15 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: D-1 Sample Type: Jar Tested By: ajl
Sample ID: S-4 Test Date: 01/25/25 Checked By: ank
Depth : 6-8' Test Id: 801795
Test Comment: ---
Visual Description: Moist, light olive brown silty sand
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C:
Ln O 00
O O O 0 0 � 0
N N
100
90
70
iL
4--0 uu uu uu uu uu uu uu uu
a�
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
0.5 59.2 40.3
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=0.8713 mm D30=N/A
0.375 in 9.50 100
D60=0.2323 mm D15=N/A
#4 4.75 100
#10 2.00 95 D50=0.1407 mm D10=N/A
#20 0.85 85 Cu =N/A Cc =N/A
#40 0.42 72
#60 0.25 62 Classification
#100 0.15 51 ASTM N/A
#140 0.11 45
#200 0.075 40
AASHTO Silty Soils (A-4 (0))
Sample/Test Description
Sand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
printed 1/30/2025 3:58:16 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: D-3 Sample Type: Jar Tested By: ajl
Sample ID: S-7 Test Date: 01/25/25 Checked By: ank
Depth : 19-21' Test Id: 801796
Test Comment: ---
Visual Description: Moist, gray silt with sand
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C:
Ln O 00
O O O 0 0111- 0
N l0 N
100
90
80 �1111 �11111 �1111 �1111 �1111 1
70
iL
4--0 uu uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
0.9 19.7 79.4
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=0.1116 mm D30=N/A
0.375 in 9.50 100
D60=N/A D15=N/A
#4 4.75 99
#10 2.00 97 D50=N/A D10=N/A
#20 0.85 95 Cu =N/A Cc =N/A
#40 0.42 92
#60 0.25 90 Classification
#100 0.15 87 ASTM N/A
#140 0.11 85
#200 0.075 79
AASHTO Silty Soils (A-4 (0))
Sample/Test Description
Sand/Gravel Particle Shape : ---
Sand/Gravel Hardness : ---
printed 1/30/2025 3:58:16 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: G-1 Sample Type: Jar Tested By: ajl
Sample ID: North Court G-1 Test Date: 01/25/25 Checked By: ank
Depth : 0-1' Test Id: 801792
Test Comment: ---
Visual Description: Moist, dark brown gravel with sand
Sample Comment: ---
Particle Size Analysis - ASTM D6913
C: ._
— C u) O O O
�Ln
Ln ._I� U)M O O O� O O
100
90
70
iL
4--0 uu uu uu uu uu uu uu uu uu uu uu uu uu
(1)
50 m
a�
40 m
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Grain Size(mm)
%Cobble %Gravel %Sand %Silt&Clay Size
50.2 44.9 4.9
Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients
D85=21.2256 mm D30=1.4059 mm
1.5 in 37.50 100
D60=7.7311 mm D15=0.3931 mm
1 in 25.00 91
0.75 in 19.00 81 D50=4.7949 mm D10=0.2262 mm
0.5 in 12.50 70 Cu =34.178 Cc =1.130
0.375 in 9.50 64
#4 4.75 50 Classification
#10 2.00 34 ASTM Well-graded GRAVEL with Sand (GW)
#20 0.85 24
2#40 0.4 16
# 0 0. 11 AASHTO Stone Fragments, Gravel and Sand
#140 0.11 6 Sample/Test Description
#200 0.075 4.9 Sand/Gravel Particle Shape : ANGULAR
Sand/Gravel Hardness : HARD
printed 1/30/2025 3:58:17 PM
Client: Nobis Engineering, Inc.
N!ei n
Project: North Andover High School
��� Location: North Andover, MA Project No: GTX-320436
EXPRESS Boring ID: C-1 Sample Type: Jar Tested By: cam
Sample ID: S-7 Test Date: 01/29/25 Checked By: ank
Depth : 19-21' Test Id: 801797
Test Comment: ---
Visual Description: Moist, brown clay
Sample Comment: ---
Atterberg Limits - ASTM D4318
Plasticity Chart
60
. . . . . . . . . .
50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . .
"U.':One
ine
40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . .
' CH or OH
o
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30
+, r
N .
i
20 . . . . . . . .�,... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . :. . . . . . . .
,CL or OL
10 . . . . . . . . . . . . . .�.�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . .
CL-ML' ML or OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit
Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification
Moisture Limit Limit Index Index
Content,%
♦ S-7 C-1 19-21' 36 43 26 17 0.6 Lean CLAY (CL)
Sample Prepared using the WET method
1% Retained on #40 Sieve
Dry Strength: n/a
Dilatancy: n/a
Toughness: n/a
printed 1/30/2025 3:58:47 PM