HomeMy WebLinkAboutSection 4.0 - Geotechnical Engineering Report C+-�-
SECTION 4.0
Project Reports Gutchess Park
CHA Project No. 31591 June 2017
Geotechnical Engineering Report
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1 Gracie Road
Athletic Complex
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This report has been prepared and reviewed by the following qualified engineers employed by
CHA.
Report Prepared By:
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Tamara L. Jameson, P.E.
Geotechnical Engineer
Report Reviewed By:
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Scott M. Doehla, P.E.
Section Manager—Geotechnical
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CHA-- i Gracie Road Athletic Complex
Town of Cortlandville, New York
31591.4001.32000
TABLE OF CONTENTS
SECTION PAGE NUMBER
1.0 INTRODUCTION 1
2.0 SITE AND PROJECT DESCRIPTION 2
3.0 SUBSURFACE CONDITIONS 4
3.1 Test Boring Program 4
3.2 Laboratory Analysis 5
3.3 Infiltration Testing 6
4.0 SUBSURFACE CONDITIONS 7
4.1 Regional Geology 7
4.2 Subsurface Stratigraphy 7
4.3 Groundwater Conditions 9
5.0 GEOTECHNICAL RECOMMENDATIONS 10
5.1 Shallow Foundations 10
5.2 Slab-on-Grade Floors 12
5.3 Stadium Light Foundations 13
5.4 Surface Treatments 16
5.5 Groundwater and Control of Groundwater 17
5.6 Site and Subgrade Preparation 18
5.7 Structural Fill 18
5.8 Seismic Site Classification and Design Parameters 19
6.0 EXCAVATIONS 20
7.0 OBSERVATION DURING CONSTRUCTION 21
8.0 CLOSURE 22
cHA- ii Gracie Road Athletic Complex
Town of Cortlandville,New York
31591.4001.32000
TABLES
Table 1: Infiltration Test Results 6
Table 2: Groundwater Measurements 9
Table 3: Side Friction of Drilled Shafts 13
Table 4: Lateral Analysis Parameters 14
Table 5: Gradation Requirements for Structural Fill 18
APPENDICES
APPENDIX A: FIGURES
APPENDIX B: PHOTO LOG
APPENDIX C: SUBSURFACE LOGS
APPENDIX D: LABORATORY TEST RESULTS
Gracie Road Athletic Complex
Town of Cortlandville,New York
31591.4001.32000
1.0 INTRODUCTION
This report summarizes the results of a geotechnical exploration performed by CHA for proposed
construction of athletic fields and associated facilities at the Gracie Road Athletic Complex in the
Town of Cortlandville, Cortland County,New York. The project site is shown on Figure 1 - Site
Location Map, included in Appendix A.
The primary objectives of this exploration were to examine the subsurface conditions at the project
site and to provide geotechnical recommendations for the design and construction of the proposed
foundations.
CI Ii\ I
Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
2.0 SITE AND PROJECT DESCRIPTION
The proposed project will include construction of a new athletic complex on the property at the
corner of State Route 13 and Byrne Hollow Crossing in the Town of Cortlandville, New York.
The project site is shown on the Site Location Map, Figure 1, in Appendix A. It is approximately
100-acres primarily consisting of undeveloped agricultural land bordered by wooded areas to the
north,Byrne Hollow Crossing and a commercial property (Essex Structural Steel Co., Inc.)to the
east,Gracie Road to the west,and State Route 13 to the south. The site slopes gently downward to
the southeastern corner with ground surface elevations ranging from 1,267 feet to 1,257 feet.
Photos of the site and subsurface explorations are included in Appendix B.
The project will include construction of a proposed athletic complex in multiple phases. The first
phase will encompass approximately 15 acres within the eastern portion of the site and will include
two synthetic turf baseball fields with bleachers and high mast lighting, a playground, a gravel
parking area, and utilities and stormwater management associated with the improvements. Future
phases will include construction of two additional baseball fields,eight multi-use fields,additional
paved parking,and two recreational buildings.The purpose of this report is to provide geotechnical
recommendations for the first phase of construction, as well as foundation recommendations for
the recreational buildings to be constructed in later phases.
The two baseball fields included in the first phase of construction are located in the eastern portion
of the site. The playground and gravel parking area will be constructed to the north of these fields.
Access to the site will be via a paved entry drive from Byrne Hollow Crossing. A stormwater
management area will be located in the southeastern corner of the site. In future phases, two
recreational buildings will be added, one in the location of the gravel parking area built in Phase 1
and one between the Phase 1 baseball fields, at the southern boundary of these fields. Additional
baseball fields will be constructed to the south of the first two fields.Multi-use fields and additional
parking will be constructed to the west of the Phase 1 construction.
CHA' 2 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
Ten high mast light posts are currently proposed in the Phase 1 construction at locations around
the perimeter of the two baseball fields. Minor grading with no more than five feet of cut or fill
will be required to achieve the proposed grades; no retaining structures are proposed at this time.
Column loads associated with the proposed structures were unknown at the time of this
exploration; however, it is anticipated that these structures will be one-story, slab-on-grade
structures with footprint areas not exceeding 10,000 square feet which do not require cuts or fills
exceeding 3 feet.
3 Gracie Road Athletic Complex
Town of Cortlandville, New York
CHA Proj. No. 31591.4001.32000
3.0 SUBSURFACE CONDITIONS
3.1 Test Boring Program
CHA conducted a subsurface exploration at the project site between April 13th and April 19tn,
2017. The exploration consisted of advancing eleven (11) borings, numbered B-1, B-lA, B-1B,
and B-2 through B-9, to depths ranging from 6 to 27.9 feet below grade. Borings B-1, B-lA, B-
1B, and B-2 were progressed within the footprint of the proposed Phase 1 gravel parking area.
Borings B-1, B-1A, B-1B, and B-7 were located within the footprint of the recreational buildings
proposed to be constructed in future phases. Borings B-3,B-4,B-5,B-6,and B-8 were progressed
around the perimeter of the proposed Phase 1 baseball fields for the design of the stadium light
foundations,and boring B-9 was progressed in the southeastern corner of the site in the vicinity of
the proposed stormwater management area. Additionally, six (6) infiltration test holes, numbered
IT-1 through IT-6, were progressed to depths of 2 to 6 feet below grade in the vicinity of the
proposed Phase 1 gravel parking area and in the southeastern corner of the site. The borings and
infiltration test holes were located on-site using a mapping grade GPS unit with sub-meter(3 feet)
accuracy, and ground surface elevations at the boring locations were estimated based on
topographic data available from a limited site survey performed by CHA. The location and
elevation of the borings should be considered accurate only to the degree implied by the method
used to determine them. The boring locations are shown on Figure 2, Boring Location Plan,
included within Appendix A.
CHA retained Geologic NY, Inc. of Homer, New York to advance the borings. The field
exploration was performed under the observation of a CHA geotechnical engineer who confirmed
proper drilling and sampling methods were utilized for the exploration, inspected and described
soil samples, and prepared field logs documenting the subsurface conditions. Typed copies of the
subsurface logs are included in Appendix C.
C4 Gracie Road Athletic Complex Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
The borings were advanced with a metal track ATV-mounted,CME 45B drill rig utilizing hollow-
stem augers with an inside diameter of 4.25 inches. Split spoon samples were obtained
continuously to a depth of 12 feet within all borings and at a maximum of 5-foot intervals
thereafter. Standard Penetration Testing(SPT)was performed in the borings in general accordance
with ASTM Standard D1586 "Standard Test Method for Standard Penetration Test (SPT) and
Split-Barrel Sampling of Soils." The split spoon samples were advanced using an automatic 140
(±) pound trip hammer falling 30 (±) inches. Upon completion, all borings were backfilled with
soil cuttings.
"Blow counts" were recorded on the subsurface logs, indicating the penetration resistance for a
six-inch advancement of the split spoon. Initially, the spoon was driven six inches to seat the
sampler in undisturbed material. The number of blows required to drive the sampler the next 12
inches was taken as the standard penetration test (SPT) resistance or "N" value. This value is
considered to be indicative of the soil's in-place density or consistency.The final 6-inch increment
that the spoon was driven was not included in the determination of"N". A resistance of greater
than 50 blows per six inches of penetration is considered refusal.
3.2 Laboratory Analysis
Select soil samples were submitted for laboratory analysis to aid in development of the
geotechnical engineering recommendations.Testing was completed in accordance with applicable
ASTM standards and included Particle Size Analysis with #200 Wash (ASTM D422), Atterberg
Limits (ASTM D4318), and Water Content Determination (ASTM D2216). The test results for
specific samples are included on the subsurface logs in Appendix C, and complete results of the
testing are included in Appendix D.
CHA—'' 5 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
3.3 Infiltration Testing
Infiltration testing was performed in general accordance with New York State Department of
Environmental Conservation Stormwater Design Manual, Appendix D. Testing was conducted in
infiltration test holes IT-1, IT-2, IT-3, and IT-4 on April 14, 2017 at depths between 4 and 6 feet
below grade. Testing was conducted in infiltration test holes IT-5 and IT-6 on April 17, 2017 at
depths of 2 feet below grade. Test results at individual locations are provided on the subsurface
logs included in Appendix C. The results are summarized in Table 1.
Table 1: Infiltration Test Results
Boring 60 Minute Increment Readings (inches/hour) with Trial Numbers
No. 1 2 3 4 5 6 7 8 9
IT-I ' >24 >24 >24 >24 >24 >24 >24 >24 >24
IT-2' >24 >24 >24 >24 >24 >24 >24 >24 >24
IT-3 0.4 0.2 0.9 0.8 0.9 0.8 0.6 0.7
IT-4 0.7 0.5 0.3 0.4 0.2 0.3 0.4 0.3
IT-5 0.4 0.3 0.2 0.2 0.1 0.2
IT-6 0.8 0.4 0.3 0.4 0.2 0.3
'Infiltration of 24 inches of water occurred within 6 to 10 minutes per trial in infiltration test holes IT-1 and IT-2.
cI-tA 6 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
4.0 SUBSURFACE CONDITIONS
The subsurface conditions at the site were assessed based on a review of published geologic maps
and the results of the test borings performed on-site; the subsurface conditions are summarized
below.
4.1 Regional Geology
According to the Surficial Geologic Map of New York(Cadwell, D.H. et. al, 1991), the surficial
soil at the site is mapped as outwash sand and gravel consisting of proglacial fluvial deposits of
coarse to fine gravel with sand.
According to the Geologic Bedrock Map of New York: (Rickard,L.V. et.al, 1970),the bedrock at
the site is mapped as shale and limestone of the Genesee Group (West River Shale, Genundewa
Limestone,Penn Yan and Geneseo Shales, and North Evans Limestone).
4.2 Subsurface Stratigraphy
Subsurface conditions encountered in individual borings are detailed and described on the
subsurface logs included in Appendix C of this report. Subsurface conditions can generally be
described as follows, in order of increasing depth:
Fill—Fill was encountered at the ground surface in all borings and infiltration test holes. Fill was
generally classified as silt, clayey silt, or fine to coarse sand. Material classified as fill included
soil which appeared to be disturbed by tilling or farming as a likely result of the site's previous
use. The fill depth was variable and generally extended to depths of 2 to 4 feet below the ground
surface (bgs) at the locations explored. It contained varying amounts of silt, fine to coarse sand,
fine to coarse gravel, and organics. It was light brown or brown and described as moist. Based on
SPT"N"values that ranged from 4 to 21 blows per foot(bpf),the relative density of the granular
fill was very loose to medium compact,and the consistency of the cohesive fill was soft to stiff.
Q 7 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
Clayey Silt—Clayey silt was encountered below the fill layer within borings B-1, B-2, B-4, B-5,
and B-8. The clayey silt extended to depths of approximately 4 to 8 feet bgs. Clayey silt was
encountered below a sand layer within boring B-6 at a depth of approximately 4 feet bgs and
extended to a depth of approximately 8 feet bgs. The clayey silt generally contained varying
amounts of fine to coarse sand and gravel, and trace to no organics. It was light brown or brown
and described as moist or wet. Based on SPT"N" values that ranged from 6 to 20 bpf, the clayey
silt was medium stiff to very stiff.
Loose to Medium Compact Sand and Gravel—Loose to medium compact fine to coarse sand and
gravel was encountered below the fill layer within borings B-3, B-7, and B-9 and infiltration test
holes IT-1, IT-2, and IT-3. In boring B-6, fine to coarse sand was encountered directly below the
fill and also below a 4-foot thick layer of clayey silt. Sand and gravel was encountered below the
clayey silt in borings B-5 and B-8. Sand strata contained varying amounts of fine to coarse gravel,
silt, clayey silt, and silty clay, and trace to no organics. Gravel strata contained varying amounts
of fine to coarse sand and silt or clayey silt. The loose to medium compact sand and gravel was
white, brown, or gray/brown and described as moist or wet. These layers extended to depths of
approximately 8 to 13.5 feet bgs in borings B-3,B-5,B-6,B-7,and B-8.Boring B-9 and infiltration
test holes IT-1, IT-2, and IT-3 were terminated in this layer. SPT"N"values ranged from 7 to 34
bpf, indicating loose to compact conditions. Auger grinding and difficult drilling conditions
indicate that cobbles and boulders are likely present within the sand and gravel deposits.
Compact to Very Compact Sand and Gravel — Compact to very compact sand and gravel was
encountered below the fill layer within infiltration test hole IT-4,below the clayey silt layer within
borings B-1, B-2, and B-4, and below loose to medium compact sand and gravel within borings
B-3, B-5, B-6, B-7, and B-8. The compact to very compact sand and gravel generally extended to
boring and infiltration test termination depths. The sand contained varying amounts of fine to
coarse gravel, silt, and clayey silt. The fine to coarse gravel contained varying amounts of fine to
coarse sand, silt, and clayey silt. The sand and gravel was gray, light brown, or brown to gray and
described as moist or wet. SPT "N" values ranged from 31 bpf to split spoon refusal, indicating
compact to very compact conditions.As noted previously,cobbles and boulders are likely present
within the sand and gravel deposits.
HA 8 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
4.3 Groundwater Conditions
Groundwater was observed during drilling operations in borings B-3, B-4, B-6, and B-7. The
groundwater level observations are summarized in Table 2. Further details regarding the
groundwater level observations made during drilling are provided on the subsurface logs included
in Appendix C. It should be noted that static groundwater conditions may vary from those
observed. Seasonal factors such as temperature and precipitation affect groundwater levels;
therefore, groundwater may be present at different depths at other times.
Table 2: Groundwater Measurements
Boring No. Groundwater Surface Groundwater
Depth (ft) Elevation (ft) Elevation (ft)
B-1 None 1,264.8 -
B 2 None 1,265.7 -
B-3 19.2 1,263.6 1,244.4
B-4 16.7 1,262.0 1,245.3
B-5 None 1,261.7 -
B-6 8.7 1,257.8 1,249.1
B-7 13.0 1,262.1 1,249.1
B-8 None 1,262.9 -
B-9 None 1,256.2 -
9 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
5.0 GEOTECHNICAL RECOMMENDATIONS
The recommendations provided in this report are based on the results of the subsurface exploration
and laboratory testing. The following sections outline our recommendations for design and
construction of the project.
5.1 Shallow Foundations
The natural existing clayey silt, sand, and gravel layers encountered within borings B-1 and B-7
are generally suitable for support of the building foundations proposed at the site.Existing fill soils
or soil previously disturbed by farming activities are not suitable for support of shallow
foundations. Conventional spread footing foundations may be used for support of the two
recreational buildings when bearing on the natural soil subgrade.
Foundations for the proposed recreational buildings should be designed utilizing a maximum net
allowable soil bearing pressure equal to 2,500 pounds per square foot (psf). Foundations should
bear below the minimum frost depth of 4 feet from outside grade. Strip footings should be a
minimum of 24 inches in width,and individual footings should measure at least 36 inches in least
dimension.
The ground surface below the proposed foundation footprints should be stripped of topsoil, fill,
organics, and any deleterious material or material that has been previously disturbed. As a result
of the previous use of the site, surficial soils have been repeatedly tilled and farmed. The depths
of the disturbed soils vary across the site, and deeper areas of disturbance could exist between
locations explored.Once the natural subgrade is exposed, it should be prepared in accordance with
Section 5.6 — Site and Subgrade Preparation. Structural fill shall be used to raise grades or as
backfill following undercuts, if required, to the footing elevation. Footing excavations shall be
backfilled with structural fill. Structural fill shall be placed and compacted in accordance with
Section 5.7—Structural Fill.
C 10 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
Footings should be constructed as soon as possible after excavation to minimize the risk of bearing
surface disturbance by exposure to precipitation or other adverse conditions. On-site soils are
moisture sensitive and may become unstable if exposed to precipitation or the bearing surface is
disturbed. Any disturbed, frozen or loosened subgrade soil should be removed and replaced with
structural fill, or the bottom of the footings should be lowered as required.
If it is anticipated that footing subgrades will be exposed for some time or if wet weather conditions
are anticipated,use of a mud mat consisting of 2.0 to 3.0 inches of concrete is recommended to be
placed on the bearing grades immediately after exposure. The mud mat will provide a firm and
stable working platform during foundation construction and will protect the sensitive soils.Use of
a mud mat will also aid in keeping the foundation reinforcement clean.
An alternate method to protecting the subgrade soils with a mud mat is placing a geotextile fabric
on the exposed bearing grade with 6.0 inches of a 50:50 mix of NYSDOT No. 1 and No. 2 stone
on the fabric. The crushed stone should be underlain by a six-ounce per square yard or heavier,
non-woven filter fabric with an apparent opening size (AOS) equal to or smaller than the U.S.
Standard sieve size of 70, such as a Mirafi 160N or equal.This alternative to the mud mat will also
provide a firm and stable working platform during foundation construction and will protect the
subgrade soils.
A detailed settlement analysis was beyond the scope of this study. However, based on the
information obtained during this study and the recommendations outlined herein, we anticipate
that total settlement of the proposed footings will be less than 1.0 inch. These estimates are based
on the assumptions that proper site preparation and construction monitoring are performed and
that foundations are constructed in accordance with the practices recommended in this report.
I Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
5.2 Slab-on-Grade Floors
Existing fill within 3 feet of the bottom of floor slabs should be removed and replaced with
compacted structural fill. Any organics or deleterious material identified in the subgrade should
also be removed and replaced. Following placement of fill and final grading for proposed floor
slab areas,floor slabs should be supported at grade on a layer of crushed stone overlying structural
fill or undisturbed natural soil. A properly designed vapor barrier should be placed at the base of
the first floor slab to control moisture intrusion into these areas of the buildings.
The floor slabs should be designed in accordance with the following recommendations:
• The subgrade for the floor slab should consist of compacted structural fill as described in
Section 5.7—Structural Fill, following removal of existing fill and disturbed soils.
• A minimum of 6.0 inches of clean,compacted crushed stone should be placed beneath the
slab to enhance support and provide a working base above the soil subgrade. The actual
thickness of the stone layer should be based on structural design requirements.The crushed
stone should be a 50:50 mix of NYSDOT size designation No. 1 and No. 2 crushed stone.
The stone should be underlain by a six-ounce per square yard or heavier,non-woven filter
fabric with an AOS equal to or smaller than the U.S. Standard sieve size of 70, such as
Mirafi 160N or a geotextile of similar qualities. This will provide separation between the
stone and underlying structural fill.
• The crushed stone should be kept moist,but not wet, immediately prior to the slab concrete
placement.
• A polyethylene vapor barrier should be used between the crushed stone and the concrete
slab in areas where the slab will be covered with floor tile, carpeting, or other material
which may be adversely affected by moisture.
Cam-- 12 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
• If a polyethylene vapor barrier is used, adequate curing procedures should be specified to
prevent slab curling due to excessive moisture loss in the slab surface.
• A subgrade modulus of 125 pounds per cubic inch should be used for design of concrete
floor slabs bearing on the compacted structural fill.
5.3 Stadium Light Foundations
Drilled shaft foundations bearing within the clayey silt, sand, and gravel are recommended for
support of the stadium lights. Drilled shafts should be designed to resist axial compressive and
uplift loading based on the length and diameter of the shaft and the allowable unit side resistance
values provided in Table 3,which were determined using a factor of safety of 2.5. Base resistance
should be neglected. See the Boring Location Plan in Appendix A for proposed light locations in
relation to the boring locations.
Table 3: Side Friction of Drilled Shafts
Allowable Elevation of Top of Layer(ft)
Strata Unit Side
Re(ipsnce Boring Boring Boring Boring Boring Boring
02
B-3 B-4 B-5 B-6 B-7 B-8
Existing
Fill/Clayey 80 1.264 1.262 1.16 1.258 1,262 1,26 z
Silt'
Medium
Compact Sand 180 1,261 N/A 1,256 1,250 1,260 1,259
& Gravel
Very Compact
Sand& 250 1,255 1,254 1,248 1.248 1,250 1,253
Gravel2
'Elevations of top of Existing Fill/Clayey Silt layer correspond to existing ground surface elevations.If cuts are
made to achieve final grades,top of layer elevation for this layer should be adjusted.
2Allowable unit side resistance of 250 psf should be used for design of drilled shafts below elevations given.
Cl /►i# 13 Gracie Road Athletic Complex
�� Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
Based on the stadium light heights, the foundation design will likely be governed by overturning
and should be evaluated utilizing lateral soil analysis during design. Table 4 outlines the
recommended geotechnical lateral analysis parameters.
Table 4: Lateral Analysis Parameters
Strata Soil Type Total Unit Friction Lateral Soil Weight (pcf)2 Angle (°) Modulus—k(pci)3
Proposed Fill Sand(Reese) 125
Existing Fill/Clayey Silt Sand (Reese) 115 28 25/20
Medium Compact Sand& Sand(Reese) 125 32 90/60
Gravel
Very Compact Sand& Sand(Reese) 130 34 225/125
Gravel
'See Table 3 for locations and elevations of strata changes at each boring location.
2Buoyant unit weight, equivalent to the total unit weight less the unit weight of water(62.4 pcf), should be utilized
when considering strata below the groundwater elevation,at approximately elevation 1,253.0 feet.
3A submerged value for the lateral soil modulus, k, (listed second in Table 4) should be utilized when considering
strata below the groundwater elevation,at approximately elevation 1,253.0 feet.
A specialty Contractor will be required for drilled shaft foundations. Concrete should be placed
immediately after drilling and inspection are completed.
It is the Contractor's responsibility to use drilling methods that will maintain a stable excavation.
If groundwater is encountered,the Contractor may need to utilize measures such as drilling slurry
and/or steel casing to minimize potential groundwater intrusion or base softening due to contact
with water.
cHA 14 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
It is recommended that the concrete for the drilled shafts have a design slump of at least 7 inches
in order to ensure concrete workability and plastic flow around the reinforcing cage,avoid arching
of the concrete upon withdrawal of the temporary casing(if used),and promote uniform slurry (if
used) displacement as the concrete is poured. Furthermore, a positive head of concrete should be
maintained above groundwater during the withdrawal of the casing. Additional design and
construction considerations regarding drilled shaft installation are as follows:
• The rebar cage for the shafts should be adequately sized to permit concrete to flow around
the cage. Clear spacing between all bars should be greater than five times the diameter of
the largest coarse aggregate.
• The water/cement ratio should be no greater than 0.45 to improve strength and durability,
and low range water reducers should be used.
• Concrete should be placed rapidly and continuously.
• Concrete used to construct shafts in the wet should be placed using tremie methods to
minimize concrete segregation. The Contractor must maintain the tremie pipe discharge
below the concrete level to minimize void development and drill slurry encapsulation in
the concrete mass as it is being placed.
These measures will aid in reducing groundwater and soil contamination in the shaft concrete and
safeguard the integrity of the shafts.
CFIA— 15 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
5.4 Surface Treatments
Site improvements in the first phase of construction will involve adding a paved access road,gravel
parking area, and synthetic turf fields. The subgrade below the proposed access road was not
explored. Clayey silt subgrade was encountered in the proposed gravel parking area(borings B-1
and B-2).Based on the conditions encountered in these borings,a California Bearing Ratio(CBR)
value of 5 is recommended for design of asphalt pavements.
For pavements and surface treatments placed on natural soil, the subgrade shall be prepared in
accordance with Section 5.6-Site and Subgrade Preparation. The subbase material shall consist
of NYSDOT Item No. 304.12 (Subbase Course, Type 2) placed in loose lifts not exceeding 8
inches in thickness and compacted to 95 percent of the maximum dry density as determined by the
modified Proctor test(ASTM D1557); it shall be underlain by a geotextile separation fabric. The
geotextile separation fabric will prevent potential future fouling of the newly placed subbase
material.Additionally,a properly selected woven geotextile fabric can provide additional strength
to the proposed full depth pavement sections. The woven geotextile will increase the resistance of
the pavement to physical deterioration and loss of strength, thereby extending the pavement life.
The fabric shall be a woven geotextile with an apparent opening size (AOS) equal to or smaller
than the U.S. Standard sieve size of 50 (such as Mirafi 600X or equal).
The natural subgrade soils contain a significant percentage of fines in areas of the site. These soils
are not free draining and will tend to trap infiltrating water in the subbase. Accordingly, for full
depth pavement sections, all subgrade surfaces shall be crowned and sloped to promote drainage
of the subbase course.Underdrains,if used,shall be connected to drainage structures or daylighted;
positive drainage is necessary at the outlet to prevent water from backing up into the subbase.
Failure to provide drainage for the subbase course will degrade future pavement performance and
may result in premature pavement failure.
O-IA-- 16 Grade Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
Similar considerations regarding subgrade preparation, use of geotextile separation, subbase
placement, and drainage should be used in the design of the gravel parking area and synthetic turf
fields. It should be noted that subgrade conditions over large areas such as those for sports fields
or parking areas can vary across the footprint.A thorough inspection of the subgrade at the time it
is exposed and during proof rolling is recommended to identify soft areas requiring remediation
prior to placement of the turf field materials. Based on the locations explored,the subgrade for the
synthetic turf fields consists of clayey silt or sand and gravel. These fields shall be constructed
utilizing a subbase of crushed stone compacted to 95 percent of the maximum dry density as
determined by the modified Proctor test (ASTM D 1557), underlain by a geotextile separation
fabric. The same type of geotextile used under the pavement subbase can be used here; this will
provide a stable base for construction of the turf fields.Underdrains in the form of perforated pipe,
panels, or a similar system should be used to drain the subbase course. The existing surficial soils
are susceptible to frost heave,and adequate drainage is required to prevent damage to the new turf
fields.
5.5 Groundwater and Control of Groundwater
Based on the groundwater level observations summarized in Section 4.3 — Groundwater
Conditions,it is not anticipated that site excavations will extend into the water table;however,this
will depend on the final site grading. Project specifications should require that groundwater be
maintained at a minimum depth of two feet below excavations at all times to maintain stable
conditions. Dewatering methods suitable for use at this site include the use of sumps, diversion
and drainage ditches,toe drains,and other similar methods.Pumps should be of sufficient capacity
to control the groundwater and operated in a manner which will limit the withdrawal of fines from
the soil. It is recommended that pumps be installed in sumps lined with filter fabric such as Mirafi
160N or equal and a 50:50 mix of NYSDOT No. 1 and No.2 stone in accordance with requirements
previously specified herein. Surface runoff should be diverted away from excavations during
construction. Groundwater may be encountered during drilled shaft construction; refer to Section
5.3—Stadium Light Foundations for recommendations regarding construction of drilled shafts in
the wet.
CI I17 Gracie Road Athletic Complex
III - Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
5.6 Site and Subgrade Preparation
The areas within the proposed foundations and surface treatments should be stripped of topsoil,
organics, and existing fill or disturbed materials to subgrade elevation.Any remaining deleterious
materials, such as previously tilled soil, should be subsequently removed,and the subgrade should
be observed by a geotechnical engineer. Subgrade soils for footings should consist of compact
sand and gravel or stiff clayey silt, as described in this report, or structural fill placed over these
materials. Any areas consisting of deleterious materials or soils unsuitable for subgrade support
should be over-excavated.The exposed subgrade should then be proof rolled using a smooth drum
roller with a weight of at least 10 tons when operated in the static mode. The roller should operate
in its vibratory mode, and complete at least six (6) passes over the subgrade at a speed not
exceeding 3 feet per second(fps). Any areas which pump or weave during proof rolling should be
undercut by a minimum of 12 inches, or greater depths if recommended by the geotechnical
engineer, and stabilized with structural fill as specified in Section 5.7 — Structural Fill. If the
vibratory roller tends to "bring up" moisture, the subgrade should be proof rolled with the roller
operating in the static mode.
5.7 Structural Fill
Structural fill shall be used for backfilling of excavations and undercuts and when raising grades
beneath structures.Material suitable for use as structural fill should consist of sound,durable,non-
plastic sand and gravel free of stumps,roots,other organics and any frozen or deleterious materials.
The structural fill shall conform to the following gradation:
Table 5: Gradation Requirements for Structural Fill
Sieve Size Percent Passing by Weight
4-inch 100
No. 40 0 to 70
No. 200 0 to 12
CI I
I 18 Gracie Road Athletic Complex
" Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
Structural fill shall be placed in loose lifts not exceeding 8 inches in thickness and should be
compacted to at least 95 percent of the maximum laboratory dry density as determined by the
modified Proctor test (ASTM D1557). Structural fill around footings shall be thoroughly
compacted to provide uniform slab support.
The on-site soils do not meet the requirements for structural fill. Construction phase testing, as
indicated in Section 7.0—Observation During Construction,should be performed on bulk samples
to determine the most appropriate use for excavated material. On-site soils that are not tested or
that do not meet the requirements for structural fill may be used as fill at the site in landscaped
areas where it will not affect the stability of the proposed construction, as determined by the
Engineer.
5.8 Seismic Site Classification and Design Parameters
Based on the site location, subsurface conditions, and in accordance with the 2015 NYS Building
Code which makes use of 2008 USGS hazard data,the seismic site class for the proposed structure
is D, resulting in the following seismic design parameters:
• Mapped Spectral Response Acceleration at Short Periods(Ss) 0.129 g
• Mapped Spectral Response Acceleration at 1 Second Period(Si) 0.058 g
• Site Coefficient(Fa) 1.6
• Site Coefficient(Fv) 2.4
cI- --
19 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
6.0 EXCAVATIONS
In general, all excavation should be performed in accordance with the Occupational Safety and
Health Administration (OSHA) standards and other applicable State and Federal regulations. In
areas where sufficient sloping of excavation cuts is not possible,the excavation should be shored,
sheeted and braced.All excavation support systems should be designed by a Professional Engineer
licensed in New York State.
C I I /� 20 Gracie Road Athletic Complex
� ti Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
7.0 OBSERVATION DURING CONSTRUCTION
A qualified geotechnical engineer should carefully inspect the final excavation surface for spread
foundations,concrete slabs,pavements,and synthetic field materials to ascertain that the subgrade
has been properly prepared. The inspection of subgrade should include probing at select locations,
specifically to verify the bearing capacity of the supporting soils and where load bearing soils may
have been disturbed. A qualified geotechnical engineer should also observe all drilled shaft
construction for stadium light poles.
Materials used as structural fill, including those used beneath footings, floor slabs and surface
treatments, should be tested by a qualified soils laboratory to verify that they meet the specified
gradations and to determine their maximum dry density for compaction. In-place density tests
should be performed to verify that compaction methods and equipment achieve the required
densities.
a-iA -- 21 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj. No. 31591.4001.32000
8.0 CLOSURE
The geotechnical recommendations presented in this report are based, in part, on project and
subsurface information available at the time this report was prepared and in accordance with
generally accepted soil and foundation engineering practices. No other warranty, expressed or
implied, is made. Some variation of subsurface conditions may occur between locations explored
that may not become evident until construction. Depending on the nature and extent of the
variations, it may be necessary to re-evaluate the recommendations presented in this report.
CHA does not accept responsibility for designs based upon our recommendations unless we are
engaged to review the final plans and specifications to determine whether any changes in the
project affect the validity of our recommendations and whether our recommendations have been
properly implemented in the design.
This report has been prepared solely for design purposes and shall not be incorporated by reference
or other means in Contract Documents. If this report is included in Contract Documents, it shall
be for information only. Earthwork specification clauses shall take precedence.
CI IA 22 Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA Proj.No. 31591.4001.32000
APPENDIX A
FIGURES
CHAI-- Gracie Road Athletic Complex
Town of Cortlandville,New York
31591.4001.32000
/ ,_-- "`wrKERDj CI NLAMONTDR K% ��` �
r-----/"_/, ,,,z__ "s. ) ' , c.,--- LAMONT:d/R
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i ) \\ \ 1 \ \\ 1 1 II 1(,) il(1 C:Al‘( \\ - 1
SOURCE: U.S.G.S. 7.5' Topographic SCALE: 1"=2000'
o QUADRANGLE: CORTLAND, NY
Drawing Copyright p� 'TPROJECT NO.
SITE LOCATION MAP 31591
J
J
GRACIE ROAD ATHLETIC COMPLEX DATE: 05/2017
��`�uozsliiz I
us.ai.»zn ."'�^"."v`°^'°" `°"' CORTLANDVILLE, NEW YORK FIGURE 1
7�� r /" ✓J) I J �I �;/. '\ cAvveo RUM • �..-,- "A
;EtE
oN. mow„ _"a._. ✓ 4 / _ 1kw. TREE \
E" �--�W.`...."� " .�..�e \�\-- r-", •.. , _1 O 1 p%� 1s e•TREE f
a. _N-s• \.ir\\
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,-.. ...../ \ \ / k, N) 2---.0 5 -\,.., - •-1.-4.‘-' • -',\ \ --- ---- _/ /
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/ \_,,,,, \ . ,
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" N., \` IT-5
O IT j
.4. ........ ........ di
e, \ \ / /
i ? /
'.".' 0 150 300 i
I
Scale in feet I .
\ t
LEGEND. °�"°`°"°M0'01 PROJECT NO.
C-FIA- BORING LOCATION PLAN 31591
+APPROXIMATE BORING LOCATION
IT-1 132024712 GRACIE ROAD ATHLETIC COMPLEX DATE: 05/2017
Q APPROXIMATE INFILTRATION TEST LOCATION u, � '= �
CORTLANDVILLE, NEW YORK FIGURE 2
APPENDIX B
PHOTO LOG
CHA--' Gracie Road Athletic Complex
Town of Cortlandville,New York
31591.4001.32000
1
i ; l
. i jam->
. it- <1 r",I l ..'..'ilit. '
n.
',.'` .ems _
Ate~_
Drilling Operations at Boring B-1,Looking South
2 i'
.. r
I ' i. ,
- 89
_
Drilling Operations at Boring B-3, Looking Southeast
C' I
4
Gracie Road Athletic Complex
'� Town of Cortlandville, New York
CHA# 31591.4001.32000 May 2017
3
is 4 .-,
Ili 1
*f iL` -
I 1 ar_ _
t -- 4 'mot' i t i`'..{. ..
Drilling Operations at Boring B-5,Looking East
4
i
ik
'' _. •mil..,�. 7,4'
ill 4
f 91, t -;.44 j --",--- .....' . .
Drilling Operations at Boring B-8,Looking West
CFlik Gracie Road Athletic Complex
Town of Cortlandville, New York
CHA # 31591.4001.32000 May 2017
, i 9
) %.,r ;�*'k i '
L
.,,,,o 47e.:,..-;',:,4•'.i.::::::,,,i: k-.Ix..'",,
d k +
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.` ' -�A G t . � ...,
ry ., v-{ � '' iS' *,F. ;i '4.0f Mf7V'J1 X
•
Cobble and Boulder Pile Located to the East of Boring B-6
o
.,.
, \ .
, , _ .
... 4. 4... ,.
. w ..
44 i
41,
loir
f
, � .1
Flush Joint Casing Installation at Infiltration Test Hole IT-2,Looking Southeast
CFW' Gracie Road Athletic Complex
Town of Cortlandville, New York
CHA # 31591.4001.32000 May 2017
7
{
. t.. i ? °
„ .a. 1 .aii; -::::�
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Flush Joint Casing Installed at Infiltration Test Hole IT-5,Looking East
8
t 10.4. r" i i' a loh'.0
:.
lc,
'tier t >f i' t, '`2. 4.-. ;r '�:f
1. t
Infiltration Test Hole IT-6 after Removal of Flush Joint Casing and Backfilling,Looking East
C+14 . Gracie Road Athletic Complex
Town of Cortlandville,New York
CHA# 31591.4001.32000 May 2017
APPENDIX C
SUBSURFACE LOGS
C I Gracie Road Athletic Complex
Town of Cortlandville,New York
31591.4001.32000
C' I LEGEND TO SUBSURFACE LOGS
I
i„ .......---
Page 1 of 2
w _
0 4: >wD .j _ 0 0,-, Remarks on WATER
c..1 w a w� Blows per 6' _,o , a = i w Character of LEVELS
" ' 0 >;� on Split Spoon C3 m o_ at Cl- DESCRIPTION AND CLASSIFICATION a y
a c.) 0,.7. a_ a w w a >w Drilling, water AND/OR
D a w Sampler o" a: w�
N Z Q W z o N w return, etc WELL DATA
v.)J
f. SAND, Some Silt, trace f. gravel, brown, IOU
S1 2.0 1.8 2-3-4-5 7Ili loose, moist (SM) -
he Mica SCHIST, gray, soft, slightly weathered,a
R1 2.0 2.0 N/A 88% closely fractured, good RQD -
r
1 2 3 4 5 6 7 8 9 1) 11 12 13
Subsurface Logs present material classifications, test data, and observations from subsurface investigations at the
o subject site as reported by the inspecting geologist or engineer. In some cases, the classifications may be made
Ebased on laboratory test data when available. It should be noted that the investigation procedures only recover a
small portion of the subsurface materials at the site. Therefore, actual conditions between borings and sampled
>1, intervals may differ from those presented on the Subsurface Logs. The information presented on the logs provide
a a basis for an evaluation of the subsurface conditions and may indicate the need for additional exploration. Any
o evaluation of the conditions reported on the logs must be performed by Professional Engineers or Geologists.
1. SAMP./CORE NUMBER — Samples are numbered for identification on containers, laboratory reports or in text
reports.
m
a_ 2. SAMP.ADV/LEN.CORE — Length of sampler advance or length of coring run measured in feet.
N
3. RECOVERY — Amount of sample actually recovered after withdrawing sampler or core barrel from bore hole
o measured in feet.
r'i
N 4. SAMPLE BLOWS/6" — Unless otherwise noted, blow counts represent values obtained by driving a 2.0"
o (O.D.), 1-3/8" (I.D.) split spoon sampler into the subsurface strata with a 140 pound weight falling 30" as
N
per ASTM International D1586. After an initial penetration of 6" to seat the sampler into undisturbed
Cmaterial, the sampler is then driven an additional 2 or 3 six inch increments. Refusal is defined as a
a, resistance greater than 50 blows per 6" of penetration.
a) 5. "N" Value or RQD % — "N" VALUE — The sum of the second and third sample blow increments is generally
o termed the Standard Penetration Test (SPT) "N" value. Refusal (R) is defined as a resistance greater than
a 50 blows for 6 inches of penetration. CORE RQD — Core Rock Quality Designation, RQD, is defined as the
summed length of all pieces of core equal to or longer than 4 inches divided by the total length of the
d coring run. Fresh, irregular breaks distinguishable as being caused by drilling or recovery operations are
ignored and the pieces are counted as intact lengths. RQD values are valid only for cores obtained with
m NX size core barrels.
0
'n 6. SAMPLE — Graphical presentation of sample type and advance or core run length. See Table 1.
N
N 7. DEPTH — Depth as measured from the ground surface in feet.
0
CV
8. GRAPHICS — Graphical presentation of subsurface materials. See Table 4. Dual soil classification and rock
N graphics may vary and are not shown on Table 4.
° 9. DESCRIPTION AND CLASSIFICATION — SOIL — Recovered samples are visually classified in the field by the
id supervising geologist or engineer unless otherwise noted. Particle size and plasticity classification is based
a on field observations, and using the Unified Soil Classification System (USCS). See Table 4. USCS symbols
in are presented in parentheses following the soil description. Where necessary, dual symbols may be used
for combinations of soil types. Relative proportions, by weight and/or plasticity, are described in general
3 accordance with "Suggested Methods of Test for Identification of Soils" by D.M. Burmister, ASTM Special
0 Publication 479, 6-1970. See Table 2. Soil density or consistency description is based on the penetration
ui
resistance. See Table 3. Soil moisture description is based on the observed wetness of the soil recovered
in being dry, moist, wet, or saturated. Water introduced into the boring during drilling may affect the
D
1 moisture content of the materials. Other geologic terms may also be used to further describe the
Zsubsurface materials. ROCK — Rock core descriptions are based on the inspector's observations and may
w be examined and described in greater detail by the project engineer or geologist. Terms used in the
Jdescription of rock core are presented in Table 5.
m 10 DIVISION LINES — Division lines between deposits are based on field observations and changes in recovered
to material. Solid lines depict contacts between two deposits of different geologic depositional
j environment of known elevation. Dashed lines represent estimated elevation of contacts between two
o deposits of different geologic depositional environment. Dotted lines depict transitions of deposits within
z the same depositional environment, such as grain size or density.
0
6.1
11. ELEVATION — Elevation of strata changes in feet.
0
O 12. REMARKS — Miscellaneous observations.
o 13. WATER LEVELS & WELL DATA — Hollow water level symbol, if present, represents level at which first
m saturated sample or water level was encountered. Solid water level symbol, if present, depicts the most
a probable static water elevation at the time of drilling or as measured in an installed observation well at a
O later date. Subsurface water conditions are influenced by factors such as precipitation, stratigraphic
01 composition, and drilling/coring methods. Conditions at other times may differ from those described on
/ the logs. For graphical presentation of observation/monitoring well construction, see Table 6. Elevations
p of changes in construction are noted at the bottom of each section.
ui
i-
CI I A LEGEND TO SUBSURFACE LOGS
1 Ili ..,'
Page 2 of 2
TABLE 1 TABLE 2 TABLE 3
TYPICAL SAMPLE TYPES SAMPLE MATERIAL PROPORTIONS DENSITY/CONSISTENCY
SPLIT SPOON(1 3/8" I.D.)
NX SIZE
ROCK CORE
SHELBY TUBE
ADJECTIVE PERCENTAGE GRANULAR SOILS COHESIVE SOILS
OF SAMPLE
Blows/ft. Density Blows/ft. Consistency
"and" 35% - 50%
"some" 20% — 35% < 5 Very Loose < 2 Very Soft
"little" 10% — 20% 5-10 Loose 2-4 Soft
"trace" < 10% 11-30 Med. Compact 5-8 Med. Stiff
"UNDISTURBED" 31-50 Compact 9-15 Stiff
Standard split spoon samples may not > 50 Very Compact 16-30 Very Stiff
AUGER SAMPLE recover particles with any dimension larger
than 1 3/8". Therefore, reported gravel > 30 Hard
percentages may not reflect actual conditions.
TABLE 4 TABLE 5
E USCS CLASSIFICATION, PARTICLE SIZE, & GRAPHICS ROCK CLASSIFICATION TERMS
E
MAJOR PARTICLE USCS GRAPHIC GENERAL
x SIZE DIVISION SYMBOL SYMBOL DESCRIPTION HARDNESS:
v •M I Well graded gravels, Very Soft Carves
GRAVEL GW 'illgravel & sand mix. Soft Grooves with knife
Coarse:3"-3/4" �• � Med. Hard Scratched easily with knife
Fine:3/4"—#4 od C Poorly graded gravels, Hard Scatched with difficulty
a. GP o�� gravel & sand mix. Very Hard Cannot be scratched with knife
N Classification
based on > 50% �'
o ° Gravel, sand and WEATHERING:
being gravel silt mix.
CAJ GM oo Fresh Slight or no staining of fractures, little or no
5 discoloration, few fractures.
CNI N 'AP Gravel, sand and
N CNI z GC AA' clay mix. Slightly Fractures stained, discoloration may extend
o, !��;• into rock 1", some soil in fractures.
a
ce
Well graded sand, Moderately Significant portions of rock stained and
w SW sand & gravel mix. discolored, soil in fractures, loss of strength.
o
a_ a W Highly Entire rock discolored and dull except quartz
o0 � Poorly graded sand, grains, severe loss of strength.
a_ SAND SP ' sand & gravel mix.
a:, Complete Weathered to a residual soil.
o Coarse:#4—#10
7) Med.:#10—#40 Sand and BEDDING: FRACTURE SPACING: RQD:
N Fine:#40—#200 SM ; silt mix.
w a > Massive > 40" Massive/V. Wide >6' Excellent >90%
Classification l Sand and Thick 12' — 40" Thick/Wide 2' — 6' Good 76% — 90%
N based on > 50% SC clay mix. Medium 4" — 12" Med./Med. 8" — 24" Fair 51% — 75%
CV
being sand y Thin < 4" Thin/Close 2 1/2" - 8" Poor 25% - 50%
Inorganic silt, low V. Thin/V. Close <2 1/2" V. Poor < 25%
ML plasticity.
0
o
Inorganic clay, low TABLE 6
o SILT & CLAY CL / plasticity. WELL CONSTRUCTION
0 A
D Organic silt/clay,
z �, OL =- low plasticity. SOLID PVC PIPE
J N Classification Inorganic silt, high
— 7
7, o based on > 50% g g LA' passing #200 MH plasticity. = SCREENED PVC PIPE - — BENTONITE PLUG
sieve. lf
cr) C Inorganic clay, high STAINLESS STEEL AIR ENTRAINED
z Z CH plasticity. SCREENED PIPE CEMENT
CD U-
LJ
0 WI Organic silt/clay, FINE GRAINED A A•
NATURAL SOIL/
OH .N high plasticity. WASHED SAND ROCK FILL
U . . . - -_
m ORGANIC SOILS p{ U Peat and other highly i i WASHED SAND BENTONITE/
0_ Ilk die41 organic soils. CEMENT GROUT
41 yr WI
FILL •�•�• Miscellaneous fill
o Fill materials.
is
Gracie Road Athletic Complex
C±Iik"""
✓ SUBSURFACE LOG
PROJECT NUMBER: 31591.4001.32000 4/20/2017 HOLE NUMBER B-1 Page 1 of al
LOCATION: Cortlandville, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
CONTRACTOR: Geologic NY, Inc. DATE TIME READING WATER CASING HOLE
DEPTH BOTTOM BOTTOM
TYPE
DRILLER: S. Laramee INSPECTOR: A. Bryant •
(ft) (k) (ft)
WATER LEVEL 4-13-17 8:45 AM During Drilling None 8 8
START DATE and TIME: 4/13/2017 8:15:00 AM OBSERVATIONS
4-13-17 9:00 AM During Drilling None 10 10
FINISH DATE and TIME: 4/13/2017 10:40:00 AM 4-13-17 10:40 AM Completion None 16.5 17
SURFACE
ELEV. 1264.8(ft; Estimated) CHECKED BY: S. Doehla
w -r}
cc z
O w p w w Blows Per 6" 'p _^ 0 Remarks on WATER
c 00 a O 0 x on Split Spoon >C7 a a as a DESCRIPTION AND CLASSIFICATION a y Character of LEVELS
n U Sampler z Q p > Drilling,Water AND/OR
‹z Q w w� = o 0 w Return,etc. WELL DATA
CO J
f.m.c.SAND,little silt,little organics,brown, Groundwater
S-1 2 0.7 3-2-4-7 6 - loose,moist(FILL) _ observations made
during drilling may not
represent static
f.m.SAND,And Silt,trace f.gravel,light brown, conditions.
S-2 2 0.6 10-11-8-6 19 - m.compact,moist(FILL) -
Clayey SILT,little f.m.sand,trace f.gravel,
S-3 2 1.2 2-3-3-4 6 —5 trace organics,light brown,m.stiff,moist(ML) —1260
grades to Some f.m.c.Sand,becomes v.stiff
S-4 2 0.8 4-10-7-4 17 - (ML) -
becomes wet(ML)
0`.,L f.c.GRAVEL,Some f.m.c.Sand,little clayey Cobbles and boulders
°'� silt,trace organics,brown,v.compact,moist - likely present within S
S-5 2 0.9 12-16-59-15 75 - )c'1< (GM) gravel deposits.
O —1255 Sample S-5 Laboratory
o
10 °MC becomes compact(GM) Results:
:
54%
S-6 2 0.6 16-25-21-17 46 )0`1)< Sand:30%
o O C Fines:16%
Moisture Content:6.3%
o Th< Advanced augers to 10'
�c� after S-5.Moderate
- 00 C grinding while augering
from 8 to 10'.
- o-< Significant grinding while
�c� augering from 10 to 15'.
15 HOC —1250
° f.c.GRAVEL,Some f.m.c.Sand,little silt,
o S-7 2 0.4 18-45-38-21 83 ) �< gray/brown,v.compact,moist(GM)
I-
a 0 O E - Auger refusal at 16.5'.
o End of Boring at 17 ft Boring offset to B-1A and
U) -
9 B-1B.
o -
U _ -
z
E
m0 —20 —1245
N _
c7
up
(7 _
2 -
(0 -
z -
0
o
m -
Q
H
—25 —1240
_ -
Y
Z
w _
U s
w
O - -
a
Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER B-1A
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandville, NY DRILL FLUID: Water at 11.5' DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH OTTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-19-17 9:00AM Completion None 11.5 11.5
START DATE and TIME: 4/19/2017 8:00:00 AM OBSERVATIONS
FINISH DATE and TIME: 4/19/2017 9:00:00 AM
SURFACE
ELEV: 1264.9(ft, Estimated) CHECKED BY: S. Doehla
w r cn z
O w o w Blows Per 6" 'a w =^ U 0 Remarks on WATER
.m Q O 0 x on Split Spoon >o a a a6i a DESCRIPTION AND CLASSIFICATION Q Character of LEVELS
go O v Sampl z Q wa < w Drilling,Water AND/OR
z g z w = o Ui Return,etc. WELL DATA
cn Q w O w
U1
Boring offset 5'West of
B-1 location.
Groundwater
observations made
during drilling may not
represent static
conditions.
Moderate auger grinding
from 3 to 3.5'.
—5 —1260
o
o(�
)j < Moderate auger grinding
c Q from 9 to 11.5'.Very slow
—1 Q o�� —1255 augering from 11 to 11.5'.
< 5 gallons of water were
c , added to the hole to help
facilitate augering.A
solid point was advanced
to attempt to bypass an
obstruction,but was
unsuccessful.
Auger refusal was
encountered at 11.5'.
—15 —1250
LL
Q _
a
U)
0
z
0 —20 —1245
rn
U
M
V)
0
O _ _
0
z - -
0
co
m
F
—25 —1240
z
0
U
w
O _ -
C,
Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER B-1 B
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 411)
LOCATION: Cortlandville, NY DRILL FLUID: Water at 8' DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandvllle HAMMER TYPE Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH BOTTOM BOTHOLETOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-19-17 10:40 AM Completion None 13 13
START DATE and TIME: 4/19/2017 9:10:00 AM OBSERVATIONS
4-19-17 10:55 AM Casing Pulled None 0 8.1
FINISH DATE and TIME: 4/19/2017 10:40:00 AM
SURFACE
ELEV: 1265.0(ft; Estimated) CHECKED BY: S. Doehla
Lu . } 0) Z
w >w cc w Blows Per 6" ' w+ _^ 0 0^ Remarks on WATER
v 00 ¢0 >x on Split Spoon >0 0_ a a a DESCRIPTION AND CLASSIFICATION ¢ Character of LEVELS
0- •0 Sampler - C o ¢ p < >u_ Drilling,Water AND/OR
Lu
z z w = Return,etc. WELL DATA
Q W o: 0 w
Boring offset 5'North of
B-1 location.
- Groundwater
observations made
- during drilling may not
represent static
- conditions.
Moderate auger grinding
—5 —1260 from 4 to 4.5'.
Significant auger grinding
o from 7.5 to 8.5'.5 gallons
o'\c'� of water were added to •
o`� - the hole to help facilitate
augering.
—10 °OT —1255 Slight auger grinding
o ° from 9 to 10'.Solid point
) d< - advanced from 10 to
°
Q C 10.5'to bypass an
_ obstruction.
o Significant auger grinding
�c b< from 10 to 13'.5 gallons
- of water were added to
the hole when at a depth
of 12'to help facilitate
augering.This was
—15 —1250 unsuccessful and auger
refusal was encountered
at 13'.
I-
LL
w'
a
O - -
0
J
O - -
Z
0
m —20 —1245
0
0
o - -
J
0
Z - -
(Y
0
m
H
—25 —1240
c
Y
Z
N
U
w
Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER B-2
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandville, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE:Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH OTTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-13-17 11:50 AM Completion None 8 10
START DATE and TIME: 4/13/2017 11:10:00 AM OBSERVATIONS
FINISH DATE and TIME: 4/13/2017 11:50:00 AM
SURFACE
ELEV: 1265.7(ft; Estimated) CHECKED BY: S. Doehla
x } U) z
O w o> 0 Remarks on WATER
w Blows Per 6" 2 p x U _
t,m > — m a I _ H' Character of LEVELS
j na O O on Sampler oon Z ¢ o ifDESCRIPTION AND CLASSIFICATIONu_ Drilling,Water AND/OR
z w o _J Return,etc. WELL DATA
aJ 0 w
•0. Clayey SILT,little f.m.c.sand,little organics, Groundwater
S-1 2 1.1 1-4-4-6 8 - • brown,m.stiff,moist(FILL) —1265 observations made
••��• during drilling may not
represent static
• Clayey SILT,little f.m.c.sand,trace f.gravel, conditions.
�•�•••
S-2 2 0.6 5-7-6-8 13 trace organics,brown,stiff,moist(FILL)
•i�iOO
Clayey SILT,Some f.m.Sand,brown,stiff,
S-3 2 1.7 4-5-5-5 10 —5 moist(ML) -
_ —1260
Clayey SILT,And f.m.c.Sand,little f.gravel,
S-4 2 0.7 4-4-5-9 9 - brown,stiff,moist(ML) -
o`- f.c.GRAVEL,Some f.m.c.Sand,trace silt,
S-5 2 0.8 9-13-23-49 36 - o(D< gray/brown,compact,moist(GP)
—10 n°C-
End of Boring at 10 ft
—1255
—15
-
—1250
CD
I-
LL
d'
0
0 -
2
0
ra
Z
—20
7
—1245
c� -
o -
z -
o _
'a
H
-
° —25
—1240
z
3
H
U
w
O
0_
a
' Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER B-3
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 0
LOCATION: Cortlandvllle, NY DRILL FLUID: Water at 22.5' DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandyille HAMMER TYPE:Automatic DRILL RIG:Metal Track ATV
WATER
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH OATTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-14-17 12:00 PM During Drilling None 10 12
START DATE and TIME: 4/14/2017 10:00:00 AM OBSERVATIONS
4-14-17 2:05 PM During Drilling None 20 22
FINISH DATE and TIME: 4/14/2017 3:10:00 PM 4-14-17 2:30 PM Completion 19.2 23.5 23.5
SURFACE
ELEV. 1263.6(ft; Estimated) CHECKED BY: S. Doehla 4-14-17 3:10 PM Casino Pulled None 0 18.4
w r_} 0) z
Ov m p ct > Blows Per 6" m p a F 15 I 0 Remarks on WATER
Character of LEVELS
D a p on Split
Boon >r a o DESCRIPTION AND CLASSIFICATION j Drilling,Water AND/OR
z a z ww , o cn 0 w v Return,etc. WELL DATA
SILT,Some f.m.c.Sand,little f.c.gravel,little _
S-1 2 0.7 2-4-9-11 13 - organics,brown,m.compact,moist(FILL)
o SILT,little f.gravel,little f.m.c.sand,trace Cobbles and boulders
S-2 2 0.9 7-6-11-24 17 - 0 1w organics,brown,m.compact,moist(FILL) r-
likely present within sand
)c---1< f.c.GRAVEL,Some f.m.c.Sand,little silt, -1260 and gravel deposits.
— o
gray/brown,m.compact,moist(GM)
Sample S-3 Laboratory
0�° Similar Soil(GM) Results:
S-3 2 0.4 40-16-8-7 24 —5 ) D< Gravel:54%
— Sand:31%
oO Fines:15%
o(No Similar Soil(GM) - Moisture Content:5.1%
S-4 2 0.5 8-7-7-15 14 - )c d<
— o0C
•"' f.m.c.SAND,And f.c.Gravel,little silt, Advanced auger to 10'
• gray/brown,v.compact,moist(SM) —1255 before S-6.Significant
S 5 2 0.4 22-27-24 14 51 auger grinding from 8 toIII
`•' 15'.
f.m.c.SAND,Some f.c.Gravel,trace silt,
S-6 2 0.3 7-15-24-47 39 brown,compact,moist(SP)
—1250
15 •; becomes v.compact(SP) -
S-7 2 0.4 16-23-34-31 57 -
I-
Q
O _
ov` —1245 v
z o Qo
s <
m Groundwater
o 20 D observations made
m o O c f.c.GRAVEL,And f.m.c.Sand,trace silt, - during drilling may not
S 8 2 0.5 5 17-20-18 37 o Q° brown,compact,mast(GP) represent static
< conditions.
co
0 �0 D - Moderate auger grinding
2 00 I from 20 to 23.5'.5
O o Q° - gallons of water were
) D< added to the hole at a
E 0_m End of Boringat 23.5 ft —1240 depth of 22.5'to help
facilitate angering.The
adrill crew also attempted
o —25 to advance the solid point
rn at 22.5',but this was
- unsuccessful.
✓ Auger refusal was
Y
i encountered at 23.5'.
z
3 •w —1235
o —
cc
a _
Gracie Road Athletic Complex
C+Iikile SUBSURFACE LOG
HOLE NUMBER B-4
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandville, NY DRILL FLUID: Water at 17' DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH BOTTOM BOTHOLETOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant .
WATER LEVEL 4-17-17 9:24 AM During Drilling None 15 16.7
START DATE and TIME: 4/17/2017 7:50:00 AM OBSERVATIONS
4-17-17 10:30 AM Completion 17 19 19.7
FINISH DATE and TIME: 4/17/2017 10:30:00 AM 4-17-17 10:45 AM Casing Pulled 16.7 0 17.2
SURFACE
ELEV: 1262.0(ft; Estimated) CHECKED BY: S. Doehla
w x cc } U) Z
OC m p c[ > Blows Per 6" a 0 a d = 0 Remarks on WATER
, Character of LEVELS
a Q oU 0 x on Split Spoon >2 g w LL ¢ DESCRIPTION AND CLASSIFICATION >u Drilling,Water AND/OR
Q Z g Z 0 Sampler Z o p _ Return,etc. WELL DATA
u) Q J cc 0 W
V)
Clayey SILT,little f.c.gravel,little organics,
S-1 2 0.5 1-3-7-8 10 - brown,stiff,moist(FILL) -
grades to little f.m.c.sand(FILL) —1260
S-2 2 0.6 7-6-3-5 9 - -
Clayey SILT,little f.m.sand,trace organics,
S-3 2 0.2 10-7-6-6 13 —5 brown,stiff,moist(ML) -
becomes m.stiff(ML)
S-4 2 0.2 5-3-5-6 8 - —1255
°`),\.. f.c.GRAVEL,Some f.m.c.Sand,trace silt, Cobbles and boulders
S-5 1.4 0.5 8-21-50/0.4' R ° °< gray,v.compact,moist(GP) likely present within sand
-
-o D and gravel deposits.
—
Split spoon sampler
—10 ° C Similar Soil(GP) - bouncing at a depth of
o 9.4'.Augers advanced to
S-6 2 0.4 26-19-42-37 61 - )o D a depth of 10'after S-5.
00 Slow augering from 10 to
a Q° —1250 18',but limited auger
grinding.
13 D
- p0c-15 •''•`•``• -
f.m.c.SAND,And f.c.Gravel,little dayey silt,
a S-7 1.7 1 4-12-29-50/0.2' 41 ••• • brown,compact,moist(SM)
cl .••�:' —1245 a Groundwater
v, `r' observations made
o - °v t during drilling may not
o a R. represent static
< conditions.
oS-8 0.7 0.4 25-50/0.2' R 1--- �o D f.c.GRAVEL,And f.m.c.Sand,trace silt, 5 gallons of water were
m —20 brown,v.compact,moist(GP) /-_ added to the hole at a
End of Boring at 19.7 ft depth of 17'to help
_ _ facilitate augering.
co Slight auger grinding
o from 18 to 19'.
o - —1240 Auger refusal
o encountered at 19'.
z - -
0
0
Oa
a
1-
8 9 —25 -
rn
N
M -
O
Z - —1235
3
0
U
w
a - -
rr
a
CI
1 ` Gracie Road Athletic Complex
, „/ SUBSURFACE LOG
HOLE NUMBER B-5
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 0
LOCATION: Cortlandville, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE:Automatic DRILL RIG:Metal Track ATV
CONTRACTOR: Geologic NY, Inc. DATE TIME READING WATER CASING HOLE
TYPE DEPTH BOTTOM BOTTOM
DRILLER: S. Laramee INSPECTOR: A. Bryant •
(ft) (ft) (ft)
WATER LEVEL 4-18-17 3:15 PM During Drilling None 15 15
START DATE and TIME 4/18/2017 2:20:00 PM OBSERVATIONS
4-18-17 3:55 PM Completion None 20 21.2
FINISH DATE and TIME: 4/18/2017 3:55:00 PM 4-19-17 7:40 AM Start of Day None 20 21.2
SURFACE
ELEV: 1261.7(ft; Estimated) CHECKED BY: S. Doehla 4-19-17 7:55 AM Casino Pulled None 0 13.3
w Fz}
co z
0 w o LU w Blows Per 6" 'p _^ O Remarks on WATER
v 00 a O >x on Split Spoon >C7 a a 1 a DESCRIPTION AND CLASSIFICATION a if Character of LEVELS
3 a U Ov v Sampler zce ¢ a� , w v Drilling,Water AND/OR
z g z w = o _i Return,etc. WELL DATA
aco� x w
.S*.. Clayey SILT,Some f.m.Sand,little organics, Groundwater
• observations made
S-1 2 0.8 2-3-3-2 6 - :• � brown,m.stiff,moist(FILL)
during drilling may not
• —1260 represent static
—
Clayey SILT,And f.m.c.Sand,little f.c.gravel, conditions.
S-2 2 1.1 5-6-8-12 14 - trace organics,brown,stiff,moist(ML) -
becomes v.stiff(ML)
S-3 2 0.6 13-10-10-6 20 —5
2....1 .:....f.c.GRAVEL,Some Clayey Silt,little f.m.c. Cobbles and boulders
S-4 2 0.7 10-11-6-5 17 - •' '••``•' :sand,• brown,m.compact,moist(GM) —1255 likely present within sand
f.m.c.SAND,Some f.c.Gravel,little clayey silt, and gravel deposits.
— brown,m.compact,moist(SM)
grades to And f.c.Gravel,becomes loose(SM) - fr ight8 t g10r grinding
S-5 2 0.5 7-5-5-9 10 •` •
—10 •�': grades to Some f.c.Gravel,becomes m. Significant auger grinding
S-6 2 0.7 7-9-12-6 21
• compact(SM) - from 10 to 13'.
_
-1250
`•:•`` Slow auger advancement
- from 13 to 18.5'with
slight auger grinding.
15 , f.m.c.SAND,And f.c.Gravel,trace silt,brown,
tD S-7 2 0.8 12-24-35-49 59 - v.compact,moist(SP) -
a —1245
0
U' -
0
z - Significant auger grinding
z • from 18.5 to 19'.
o -
S 8 1.2 0.8 az-sa-5o/o.z' R j2o becomes gray(SP)
End of Boring at 21.2 ft —1240
o -
z _
-
E
o -
m
a
I-
a -
0 —25
7
o•
Z
_ —1235
5
U
w
O
K
a
Gracie Road Athletic Complex
C+11k.
/ SUBSURFACE LOG
HOLE NUMBER B-6
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandville, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH OTTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-17-17 11:50 AM During Drilling 8.7 8 12
START DATE and TIME: 4/17/2017 11:00:00 AM OBSERVATIONS
4-17-17 1:40 PM Completion 12.9 16 17
FINISH DATE and TIME: 4/17/2017 1:40:00 PM 4-17-17 2:00 PM Casing Pulled 8.8 0 9.3
SURFACE
ELEV: 1257.8(ft; Estimated) CHECKED BY: S. Doehla
w '}
rn z
0 Remarks on WATER
v0 m 0 rx w Blows Per 6" ,0 0 a r a� 0 �, Character of LEVELS
cL 2 .O0 0 x on Salmp Boon z r a o u_ DESCRIPTION AND CLASSIFICATION >u Drilling,Water AND/OR
z Q w r o cn 0 w Return,etc. WELL DATA
co
••:•:0 Clayey SILT,And f.m.Sand,little f.gravel,
S-1 2 0.9 1-2-3-3 5 - • ��� trace organics,brown,m.stiff,moist(FILL) -
•
f.m.c.SAND,little silt,little f.c.gravel,brown,
S-2 2 0.8 3-4-8-5 12 ••.,•:.: m.compact,moist(SM) —1255
%J Clayey SILT,little f.m.c.sand,trace f.c.gravel,
S-3 2 0.8 2-5-3-4 8 —5 brown,m.stiff,moist(CL-ML)
Moderate auger grinding
from 6l to-4
8'.
Similar Soil(CL-ML) Sample S 4 Laboratory
S-4 2 1.2 4-4-4-4 8 Results:
' Gravel:8%
-1250 Sand:14%
Fines:78%
f.m.c.SAND,little clayey silt,little f.c.gravel, Moisture Content:19.2% Q
S-5 2 0.6 7-3-4-4 7 - .• brown,loose,moist(SM) Atterberg Limits:
.ti . Plastic Limit:21%
—10 - Liquid Limit:25%
• f.m.c.SAND,little clayey silt,little f.gravel, • Plasticity Index:4%
•
S-6 2 1 16-31-23-33 54 :• :brown,v.compact,wet(SM) •• - Groundwater
f.m.c.SAND,little f.gravel,trace clayey silt, observations rons made
Y Y during drilling may not
brown,v.compact,wet(SP) - represent static
conditions.
—1245
- Cobbles and boulders
o U
likely present within sand
L and gravel deposits.
°Cy' Slight auger grinding
15 '0 DC - from 12.5 to 14.5'.
o0 C f.c.GRAVEL,Some f.m.c.Sand,trace Silt, Significant auger grinding
a ° o gray,v.compact,wet(GP) - from 14.5 to 15'.
w �o b from 15 to 16'with
o End of Boringat 17 ft limited auger grinding.
Solid tip advanced from
—1240 16 to 16.5'to bypass an
o obstruction.This was
o - unsuccessful and auger
-
Z refusal was encountered
m —20 at ts'.
rn
6
o -
o -
J
z - —1235
a
0
m -
a -
i-
a
—25 -
M
V
Y
T _ -
Z
3
_ —1230
0
w
O _ -
a
-
C' Gracie Road Athletic Complex
' SUBSURFACE LOG
HOLE NUMBER B-7
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of.
LOCATION: Cortlandville, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH BOTTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-17-17 3:55 PM During Drilling 13.7 15 17
START DATE and TIME: 4/17/2017 2:05:00 PM OBSERVATIONS 4-18-17 7:30 AM Start of Day 13 15 17
FINISH DATE and TIME: 4/18/2017 10:10:00 AM 4-18-17 10:10 AM Completion 19.4 27.5 27.9
SURFACE
ELEV: 1262.1 (ft; Estimated) CHECKED BY: S. Doehla 4-18-17 10:35 AM Casino Pulled 14 0 15
w x} to Z
w >w ct w Blows Per 6,, '' _^ 0 0 Remarks on WATER
v m <O >E on Split Spoon >d 0_ a T a DESCRIPTION AND CLASSIFICATION ¢ Character of LEVELS
a U 0 p p w u Q >w Drilling,Water AND/OR
Q Z g z w Sampler z o r¢ p— w Return,etc. WELL DATA
co Qwce w
SILT,And f.m.Sand,trace organics,brown,v. -
S-1 2 0.7 2-2-2-4 4 - loose,moist(FILL)
<:••f.m.c.SAND,little f.c.gravel,trace silt,white, —1260 Cobbles and boulder
S-2 2 0.9 19-18-16-15 34 - ••:.':• '..compact,moist(SP) likely present within sand
f.m.c.SAND,Some Clayey Silt,little f.c.gravel, and gravel deposits.
— •: ,� brown,compact,moist(SM) _
: f.m.SAND,And Clayey Silt,little f.c.gravel, A piece of thecoarse gravel
: .:ti:, aY Y clogged tip of the
S-3 2 0.6 4-11-13-8 24 —5 • , trace organics,brown,m.compact,moist(SM) spoon in samples S-3
and S-4,limiting
`'• grades to no organics,becomes loose(SM) recoveries.g Moderate
::: auger grinding from 4 to
S-4 2 0.5 3-4-6-4 10 - —1255 6'.
f.m.c.SAND,And f.c.Gravel,little clayey silt,
brown,m.compact,moist(SM) •
S-5 2 0.3 5-8-8-5 16 - ;• .fi -
10 f.m.c.SAND,little f.gravel,trace clayey silt,
S-6 2 1 8-7-9-8 16 - • •.brown,m.compact,wet(SP) . -
: f.m.c.SAND,Some f.c.Gravel,Some Clayey
— .•.%:. Silt,brown,m.compact,wet(SM) —1250
•••. grades to little clayey silt,becomes compact
S-7 2 0.9 7-22-20-25 42 - : ..:,... (SM) Groundwater
}': observations made
- during drilling may not
represent static
—15 ' f.m.c.SAND,Some f.c.Gravel,trace silt,• conditions.
it S-8 2 0.8 4-18-23-24 41 - ' brown,compact,wet(SP) -
o — —1245 End of day 4/17/2017.
0 Slow angering from 17 to
19'.
o
Z - L••
✓ Solid tip successfully
o 20 :`, advanced at a depth of
cciS-9 0.7 0.4 36-50/0.2' R T % '•.�': f.m.c.SAND,And f.c.Gravel,little clayey silt, 19'to bypass obstruction.
brown,v.compact,wet(SM) Moderate auger grinding
from 20 to 21',slow
: :�;: auger advancement to
o - —1240 24'.
o
z -
a
o :ti:
m
:.�
a
0 25 '•``• Similar Soil(SM) - Moderate auger grinding
'a •• •••`•• from 25 to 26.5'.Slight
S-10 2 0.8 22-43-62-37 R - auger grinding from 26.5
Y �' to 27.5'.
Z —1235
S-11 0.4 0.3 50/0.4' R I f.m.c.SAND,And f.c.Gravel,trace clayey silt, Auger refusal .
w brown,v.compact,wet(SP)
encountered at 27.5'.
er
o End of Boring at 27.9 ft Split bouncing at a deoon pth of
a 27.9'.
>
Gracie Road Athletic Complex
C r SUBSURFACE LOG
HOLE NUMBER B-8
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandvllle, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandvllle HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH OTTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-18-17 12:05 PM During Drilling 9.7 8 10.7
START DATE and TIME: 4/18/2017 10:50:00 AM OBSERVATIONS
4-18-17 1:45 PM Completion None 20 20.2
FINISH DATE and TIME: 4/18/2017 1:50:00 PM 4-18-17 2:15 PM Casing Pulled None 0 9.7
SURFACE
ELEV: 1262.9(ft; Estimated) CHECKED BY: S. Doehla
w E
z
Remarks on WATER
�m a EE > Blows Per 6" m p I:- F v x a� Character of LEVELS
EL ¢Ov O x on Split Spoon >c g w LL n DESCRIPTION AND CLASSIFICATION >LL Drilling,Water AND/OR
z g z w Sampler z o ra p Return,etc. WELL DATA
cn <J o: 0 w
tn SILT,And f.m.Sand,trace f.gravel,trace Groundwater
S-1 2 0.7 2-2-3-4 5• - organics,brown,loose,moist(FILL) - observations made
during drilling may not
represent static
Clayey SILT,Some f.m.c.Sand,little f.gravel, Sample le S-2 Laboratory
S-2 2 1.1 6-14-5-6 19 - brown,v.stiff,moist(ML) —1260 Results:
Gravel:13%
_. - Sand:32%
f.m.c.SAND,Some f.c.Gravel,little clayey silt, Fines:55%
..•• brown,loose,moist(SM)
S-3 2 0.7 3-5 4-2 ".
g —5 Moisture Content:11.9%
Moderate auger grinding
i', _ from 3 to 3.5'.
—
grades to trace organics(SM) Cobbles and boulders
likely present within sand
S-4 2 0.5 5-5-4-11 9 - ::::,..:. - and gravel deposits.
Significant auger grinding
--- —1255 from 5 to 6'.
:,•; f.m.c.SAND,Some Clayey Silt,little f.gravel,
S-5 2 1.2 4-5-15-23 20 - ...brown,m.compact,moist(SM)
• f.m.c.SAND,And f.c.Gravel,trace silt,brown,
—10 ▪ • m.compact,moist(SP) -
S-6 0.7 0.3 24-50/0.2' R _ • becomes v.compact(SP)
Slow auger advancement
and slight auger grinding
from 10.5 to 14.5'.
-
—1250
15 - Minimal auger grinding
becomes compact(SP) from 14.5 to 20'.
S-7 2 0.8 23-15-18-16 33 -
w
a -
0
- —1245
o :•..•:
o -
z - p Qo
m S-8 0.2 0.2 50/0.2' R r20 '� f.c.GRAVEL,Some f.m.c.Sand,gray,v. r
L - `compact,moist(GP) / -
cn End of Boring at 20.2 ft
o - -
z _ —1240
Fr
0
_
'a
a
0 —25
V
Y
}
Z
g
- —1235
0
w
O -
a
Gracie Road Athletic Complex
SUBSURFACE LOG
PROJECT NUMBER: 31591.4001.32000 4/20/2017 HOLE NUMBER B-9 Page 1 of 0
LOCATION: Cortlandville, NY DRILL FLUID: N/A DRILLING METHOD: 4.25"HSA
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
CONTRACTOR: Geologic NY, Inc. READING WATER CASING HOLE
J DATE TIME DEPTH BOTTOM BOTTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-14-17 8:15 AM Completion None 4 6
START DATE and TIME: 4/14/2017 7:50:00 AM OBSERVATIONS
FINISH DATE and TIME: 4/14/2017 8:20:00 AM
SURFACE
ELEV: 1256.2(ft; Estimated) CHECKED BY: S. Doehla
w F } z
O w p w Blows Per 6" 'p _^ U 0^ Remarks on WATER
00 a O >x on Split Spoon >d ° a s a DESCRIPTION AND CLASSIFICATION Q y Character of LEVELS
2 . 0v Sampler z •r a p u_ < >u Drilling,Water AND/OR
z g z w o Return,etc. WELL DATA
cn <Lu
SILT,And f.m.Sand,trace organics,brown,v. - Groundwater
S 1 2 0.2 2-2-2-4 4 loose,moist(FILL) observations made
1255 during drilling may not
represent static
Clayey SILT,little f.m.sand,little organics, conditions.
S-2 2 0.6 5-5-6-3 11 - `brown,stiff,moist(FILL)
f.m.c.SAND,And Clayey Silt,trace organics, -
brown,m.compact,moist(SM)
f.m.c.SAND,And Clayey Silt,little f.c.gravel,
S-3 2 1 5-5-5-6 10 —5 brown,loose,moist(SM) -
f.m.c.SAND,Some f.c.Gravel,little clayey silt,
\dark brown,loose,moist(SM) [-1250
End of Boring at 6 ft
•
-10
—1245
—15
a
—1240
w
a _
0
m
0 -
o -
J
Z _
m —20 _
—1235
0
9
0
z -
o
m
° —25
—1230
Z _
w
1110
a_
Gracie Road Athletic Complex
C+111V SUBSURFACE LOG
HOLE NUMBER IT-1
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandville, NY DRILL FLUID: Water at 0' DRILLING METHOD: 4"FJC
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
WATER CASING
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH BOTTOMBOTOTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-13-17 2:50 PM Completion 3 5 5
START DATE and TIME: 4/13/2017 1:40:00 PM OBSERVATIONS
FINISH DATE and TIME 4/13/2017 2:50:00 PM
SURFACE
ELEV: 1265.9(ft; Estimated) CHECKED BY: S. Doehla
w r.Ex} U) Z .
O w >w w Blows Per 6" S p x 0 0 Remarks on WATER
U m Q 0 >g on Split Spoon >a a a- a a. DESCRIPTION AND CLASSIFICATION a$ Character of LEVELS
a c� O p w ri Q >w Drilling,Water AND/OR
Q z 2 z w Sampler Z o p _ Return,etc. WELL DATA
03 Q J cc 0 w
V)
Clayey SILT,Some f.m.Sand,little organics, Groundwater
S-1 1.5 0.6 2-2-6 8 _ brown,m.stiff,moist(FILL) —1265 observations made
during drilling may not
No Recovery represent static
S-2 1.5 0 9-8-10 18 conditions.Water
observed in the hole is
f.m.c.SAND,Some SiltyClay,brown,m. likely a result of water
being added during the
S-3 2 0.4 10-8-7-6 15 - .j) compact,wet(SC) - drilling process.
The casing was
_ advanced to 3'after S-2.
End of Boring at 5 ft The casing advanced at
—1260 an angle,and was offset
2'South(to IT-1A)to
allow for vertical
- - advancement.
The casing was
_ - advanced to a
termination depth of 5'
- and was presoaked
overnight for infiltration
—10 - testing.
Infiltration field test
—1255 results:
Trials 1-9:>24 in/hr
—15 -
—1250
I-
LL
Q -
o
0 - -
2 J
0 —
z
m —20
Y,
7,m - —1245
0
0 _
O —
0
z _ —
0
0
m -
Q
ina —25 -
—1240
Y
z
3
z
v -
-
0
111
O _
cK
a.
-
Gracie Road Athletic Complex
Cl""1/Vm"
� SUBSURFACE LOG
HOLE NUMBER IT-2
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 0
LOCATION: Cortlandville, NY DRILL FLUID: Water at 0' DRILLING METHOD: 4"FJC
CLIENT: Town of Cortlandville HAMMER TYPE:Automatic DRILL RIG:Metal Track ATV
CONTRACTOR: Geologic NY, Inc. DATE TIME READING WATER CASING HOLE
DEPTH BOTTOM BOTTOM
TYPE
DRILLER: S. Laramee INSPECTOR: A. Bryant (ft) (ft) (ft)
WATER LEVEL 4-13-17 3:40 PM Completion 4.8 6 6
START DATE and TIME: 4/13/2017 3:00:00 PM OBSERVATIONS
FINISH DATE and TIME: 4/13/2017 3:40:00 PM
SURFACE
ELEV: 1264.7(ft; Estimated) CHECKED BY: S. Doehla
w y
rn z
p >w CCo w =^ U 0 Remarks on WATER
U m p w g Blows Per 6" m p 0- _ Character of LEVELS
6 a Ov p on Split Spoon > g w LL o DESCRIPTION AND CLASSIFICATION a a,
a >w Drilling,Water AND/OR
Z ¢DJ Sampler z o Return,etc. WELL DATA
co
•�••• Clayey SILT,Some f.m.c.Sand,trace f.gravel, Groundwater
S-1 2 0.7 2-2-7-12 9 - ,* •�� trace organics,brown,stiff,moist(FILL) - observations made
during drilling may not
- represent static
• Clayey SILT,Some f.m.c.Sand,brown,v.stiff, conditions.Water
����� moist(FILL) observed in the hole is
S-2 2 1 8-10-11-8 21 �♦ likely a result of water
� • being added during the
i� - drilling process.
f.m.c.SAND,Some f.c.Gravel,Some Clayey The casing was
S-3 2 0.4 10-8-5-17 13 —5 Silt,brown,m.compact,wet(SM) —1260 advanced to a
termination depth of 6'
_ - and was presoaked
End of Boring at 6 ft overnight for infiltration
testing.
Infiltration field test
results:
- Trials 1-9:>24 in/hr
_1 0 —1255
—15 —1250
O -
0
(n -
0 -
O
J
Z
o —20 —1245
0
0 -
Z -
0
a
—25 —1240
0)
T
Z
N •
I-
U
O
a
—1235
Gracie Road Athletic Complex
C44/V- SUBSURFACE LOG
HOLE NUMBER IT-3
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandvllle, NY DRILL FLUID: Water at 0' DRILLING METHOD: 4"FJC
CLIENT: Town of Cortlandvllle HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
READING WATER CASING HOLE
CONTRACTOR: Geologic NY, Inc. DATE TIME TYPE DEPTH BOTTOM BOTTOM
(ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-13-17 5:00 PM During Drilling None 0 4
START DATE and TIME: 4/13/2017 4:45:00 PM OBSERVATIONS
4-13-17 5:20 PM Completion 1.6 4 4
FINISH DATE and TIME: 4/13/2017 5:20:00 PM
SURFACE
ELEV: 1266.4(ft; Estimated) CHECKED BY: S. Doehla
z
O w >w w Blows Per 6" '' _^ 0^ Remarks on WATER
m 0 > m o a m _ a Character of LEVELS
• 2 Q O0 0-- on Split Spoon > g Cl-LL as DESCRIPTION AND CLASSIFICATION >u Drilling,Water AND/OR
<z 2 Z w Sampler z o 0
J` Return,etc. WELL DATA
• Q 0
u
•� Clayey SILT,little f.m.sand,little organics, Groundwater
♦�♦ observations made
S-1 2 0.3 1-3-6-10 9 •����� brown,stiff,moist(FILL)
♦�♦ during drilling may not
• •• —1265• represent static
f.m.c.SAND,little silty clay,little f.c.gravel, conditions.Water
0, brown,m.compact,moist(SC) observed a result in the hole is
S-2 2 0.2 8-11-10-11 21 p likely a of water
dollig ng prro essring the
End of Boring at 4 ft _ The casing was
—5 advanced to a
termination depth of 4'
and was presoaked
overnight for infiltration
—1260 testing.
Infiltration field test
- results:
Trial 1:0.4 in/hr
- Trial 2:0.2 in/hr
Trial 3:0.9 in/hr
Trial 4:0.8 in/hr
Trial 5:0.9 in/hr
—10 Trial 6:0.8 in/hr
Trial 7:0.6 in/hr
Trial 8:0.7 in/hr
—1255
—15
LL —1250
Q _
O
co
O -
O
J
0
0
Z
—20
m
N
N —1245
0
O -
J
Z -
0 -
03
m_ _
° —25
m -
Y -1240
Z
U
w -
3 -
cc
a
Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER IT-4
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 0
LOCATION: Cortlandville, NY DRILL FLUID: Water at 0' DRILLING METHOD: 4"FJC
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
CONTRACTOR: Geologic NY, Inc. DATE TIME READING WATER CASING HOLE
DEPTH BOTTOM BOTTOM
TYPE
DRILLER: S. Laramee INSPECTOR: A. Bryant (ft) (ft) (ft)
WATER LEVEL 4-13-17 4:40 PM Completion 2.3 5 5
START DATE and TIME: 4/13/2017 3:50:00 PM OBSERVATIONS
FINISH DATE and TIME: 4/13/2017 4:40:00 PM
SURFACE
ELEV: 1265.2(ft; Estimated) CHECKED BY: S. Doehla
w . z
0 m >
>^ Blows Per 6" m p r i 0 Remarks on WATER
Character of LEVELS
j .O0 0 on SplitSpoon > c w LL ¢ DESCRIPTION AND CLASSIFICATION >u_ Drilling,Water AND/OR
z z w Samplerz `o o Return,etc. WELL DATA
rn QJ O w
cn
•• Clayey SILT,Some f.m.Sand,trace organics, — Groundwater
S-1 1.5 0.5 1-2-2 4 _ ������ soft,moist(FILL) observations made
•�� - during drilling may not
• • becomes hard(FILL) represent static
S-2 1.5 1.3 10-14-20 34 • Clayey
f.m.c.SAND,Some light - conditions.Water
'..•: Y Y Silt, brown, observed in the hole is
compact,moist(SM) likely a result of water
•• `+ No Recovery being added during the
S-3 2 0 23-15-16-12 31 drilling process.
No recovery was
obtained with the 2"
5 End of Boring at 5 ft —1260 standard split spoon
sampler for S-3.A 3"split
spoon sampler was
advanced at the same
depth and acquired 0.3'
of recovery.
The casing was
advanced to a
termination depth of 5' •
- and was presoaked
—10 overnight for infiltration
-1255 testing.
Infiltration field test
results:
Trial 1:0.7 in/hr
Trial 2:0.5 in/hr
- Trial 3:0.3 in/hr
Trial 4:0.4 in/hr
- Trial 5:0.2 in/hr
Trial 6:0.3 in/hr
- Trial 7:0.4 in/hr
Trial 8:0.3 in/hr
—15 —1250
c� -
F-
LL
N
C7
J
C7
Z -
0
m —20 —1245
0 - -
in
9 J -
0
Z -
0
a
m _
F-
Q
° —25 —1240
ih
s
Y
Z -
•
F- -
U -
3
Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER IT-5
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of 1
LOCATION: Cortlandville, NY DRILL FLUID: Water at 0' DRILLING METHOD: 4"FJC
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
WATER E
CONTRACTOR: Geologic NY, Inc. DATE TIME READING DEPTH OATTOMBO�OM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-14-17 9:05 AM During Drilling None 0 2
START DATE and TIME: 4/14/2017 8:55:00 AM OBSERVATIONS
4-14-17 9:15 AM Completion -2.1 2 2
FINISH DATE and TIME: 4/14/2017 9:15:00 AM
SURFACE
ELEV: 1256.3(ft; Estimated) CHECKED BY: S. Doehia
wRemarks on WATER
} N Z
p >^ Blows Per 6" Tizi p a F _ Character of LEVELS
2 a O 6 x on Split Spoon > g w LL DESCRIPTION AND CLASSIFICATION >u Drilling,Water AND/OR
c z z w Sampler z $ p Return,etc. WELL DATA
Cl) Q J W
cn
•►•.) Clayey SILT,little f.m.sand,little organics,dark - Groundwater
♦♦ observations made
����� brown,m.stiff,moist(FILL)
S 1 2 0.6 2-2-3 3 5 •.�.�: Clayey SILT,Some f.m.Sand,brown,m.stiff, —1255 drepre ent Ilina is may not
moist(FILL) conditions.Water
End of Boring at 2 ft observed in the hole is
likely a result of water
being added during the
drilling process.
The casing was
5 advanced to a
termination depth of 2'
and was presoaked
—1250 overnight for infiltration
testing.
Infiltration field test
results:
Trial 1:0.4 in/hr
Trial 2:0.3 in/hr
Trial 3:0.2 in/hr
Trial 4:0.2 in/hr
Trial 5:0.1 in/hr
—10 _ Trial 6:0.2 in/hr
—1245
—15
—1240
LL
Q _
0
N
U
z
—20 _
Gl
N
—1235
0
S -
J
z -
co
co
H
Q
o —25
-
U)
t —1230
z _
U
w
0
Gracie Road Athletic Complex
SUBSURFACE LOG
HOLE NUMBER IT-6
PROJECT NUMBER: 31591.4001.32000 4/20/2017 Page 1 of
LOCATION: Cortlandville, NY DRILL FLUID: Water at 0' DRILLING METHOD: 4" FJC
CLIENT: Town of Cortlandville HAMMER TYPE: Automatic DRILL RIG:Metal Track ATV
CONTRACTOR: Geologic NY, Inc. READING WATER CASING HOLE
g DATE TIME DEPTH BOTTOM BOTTOM
TYPE (ft) (ft) (ft)
DRILLER: S. Laramee INSPECTOR: A. Bryant
WATER LEVEL 4-14-17 8:35 AM During Drilling None 0 2
START DATE and TIME: 4/14/2017 8:25:00 AM OBSERVATIONS
4-14-17 8:45 AM Completion 0 2 2
FINISH DATE and TIME: 4/14/2017 8:45:00 AM
SURFACE
ELEV: 1256.7(ft; Estimated) CHECKED BY: S. Doehla
O w o ec w Blows Per 6" a p J _^ U ^ Remarks on WATER
U 00 a 0 E on Split Spoon >c7 o a y a DESCRIPTION AND CLASSIFICATION ¢ Character of LEVELS
Da v v Sampler '2a p >u_ Drilling,Water AND/OR
z g z w o Return,etc. WELL DATA
cn aJ w
V)
J Clayey SILT,Some f.m.Sand,trace organics, Groundwater
••���• brown,m.stiff,moist(FILL) observations made
i
S-1 2 0.5 2-3-2-2 5 ������ during drilling may not
•i'i'i• —1255 represent static
conditions.Water
End of Boring at 2 ft _ observed in the hole is
likely a result of water
being added during the
drilling process.
The casing was
_5 - advanced to a
termination depth of 2'
and was presoaked
overnight for infiltration
—1250 testing.
Infiltration field test
results:
Trial 1:0.8 in/hr
Trial 2:0.4 in/hr
- Trial 4:0.3 in/hr •
Trial 4:0.4 in/hr
10 Trial 5:0.2 in/hr
Trial 6:0.3 in/hr
—1245
—15
0
a —1240
U
0
N -
O
0
Z
O _
—20
rn
u1
c1
o -
—1235
c
Z -
0
O _
-
O —25
Z
—1230
w = i
U
w
3 _
c,
APPENDIX D
LABORATORY TEST RESULTS
Clik". Gracie Road Athletic Complex
Town of Cortlandville,New York
31591.4001.32000
ATLANTIC TESTING LABORATORIES
WBE certified company
Particle Size Distribution Report
< < 0 000 0 8? s
f0 N \ M u Tt K k - # tt
100 1 1 1 I 1 I
90 I I I I I
I I I I
80 I I I I I I
I I I I I
70 J J I 1 _I 1 I ., _ ,
w I I I I I
z 60 1 1 1 .t 1 t t t _
ii I I I I I I
z 50 1 -1 1 t 1 I t t
0 I I I • I I I
w 40 i -I i r i • I 1 t —
n. I I I I I I I
30 1 1 1 t •
1 • t' I `
I I I I I I • •. • I I
20 1 I I 1 1 I t -*in up -
I I I I I I '
90 I I I I 1 ' I I I I I -
0 I I I I I I I I I I
100 10 1 0..1 0.01 0.001
GRAIN SIZE-mm.
+3" %Gravel %Sand %Fines
% Coarse Fine Coarse Medium Fine Silt I Clay
0 33 21 10 13 7 16
SIEVE PERCENT SPEC.` OUT OF Soil Description
SIZE FINER PERCENT SPEC(X) Brown c-f GRAVEL;some c-f Sand;little Silt/Clay.
1 100 [3-I,S-5.Received Moisture=6.3%
.75 67 CHA Project Number:31591.4001.42000
.5 60
.375 57 Atterberg Limits
.25 50 PL= --- LL= --- Pi= ---
#4 46
#8 38 Coefficients
#16 32 D85= 22.6952 D60= 12.0099 D50= 6.4226
#30 26 D30= 0.9605 015= D10=
#40 23 Cu- Cc=
#50 22 Classification
#100 18 USCS= AASHTO=
#200 16
Remarks
Sampled and delivered by the client on 4/26/2017.
ASTM D 422 without hydrometer
*
(no specification provided)
Source of Sample:Gracie Road Athletic Complex Depth: 8- 10 feet
Sample Number:AT098S696
ATLANTIC TESTING Client: Clough,[[arbour&Associates LLP
LABORATORIES, LIMITED Project: Laboratory Analysis
Albany, New York Report No: AT098S1 696-04-17 Date: 5/4/2017
Tested by: Or Date: J//ill
Reviewed by: V iIi— Date: 5I V)/?
atl . ATLANTIC TESTING LABORATORIES
WBE certified company
Particle Size Distribution Report
- 000tp . V0
t0 Cl e NZC) a Y # tt to W tt it Q
too 1 1 1
90 I I
I I
80 I I I _ _ _ . —_ .
•
70 1
X I I
z 60 I • I
LL I I I I
z 50 1 I 4 I 1 1 N -
t I I I I I I
, ao f i t I -I I - r — -
a I I I I • I I I
30 1 r 1 • � r r —
I I I 10
20 11 I I ��
I I IY
to I I I I ' I I l i -
0 I I ,I I I I I
100 10 1 0.1 0.01 o.00i
GRAIN SIZE-mm.
*A+3„ %Gravel %Sand %Fines
Coarse r Fine , Coarse Medium Fine Silt I Clay
0 26 28 11 12 8 15
SIEVE PERCENT SPEC. OUT OF Soil Description
SIZE FINER PERCENT SPEC(X) Brown c-f GRAVEL;some c-f Sand;little Silt/Clay
1 100 B-3,S-3.Received Moisture=5.1%.
.75 74 CHA Project Number:31591.4001.4200
.5 63
.375 57 Atterberg Limits
.25 51 PL= --- LL= --- PI= ---
#4 46
#8 37 Coefficients
#16 30 D85= 21.9006 D60= 10.8047 D50= 5.8969
#30 25 D30= 1.1872 D15= 0.0782 D10=
#40 23 Cu= Cc=
1150 21 Classification
#100 18 USCS= AASHTO=
#200 15
Remarks
Sampled and delivered by the client on 4/26/2017.
ASTM D 422 without hydrometer
* (no specification provided)
Source of Sample:Gracie Road Athletic Complex Depth: 4-6 feet
Sample Number: AT098S697
ATLANTIC TESTING Client: Clough,Harbour&Associates LLP
LABORATORIES, LIMITED Project: Laboratory Analysis
Albany, New York Report No: AT098SL,697-04-17 Date: 5/4/2017
Tested by: cR Date: S1i 1/7
Reviewed by: Date: 5)6'117
o ;- p ATLANTIC TESTING LABORATORIES
, t0is
WBE certified company
Particle Size Distribution Report
c c c c C C ` 0 0 0 0 0 o C o
0 - ;C 0 4 # u u 4 m u a
100 I I • I I I I 1 I I 1
90 I 1 1 • • • • • • I • I •I I
I 1
I iiiiIIiIIIIi
• • •I I I
80 1
I liii��
w 70
I I I '�I I I I I I 11111
Z 60 I
zI
50 I I I I I I 1
W I I 1
tx 40 I I I I I I I I
LiiI I I1 I I I I
30 I 1 )
I I I I I I I I
20 I I I I II -
I I I I I I I I
10 I I I I I
0 I I I I I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
,/a+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt I Clay '
0 5 3 2 5 7 78
SIEVE PERCENT SPEC. OUT OF Soil Description
SIZE FINER PERCENT SPEC(X) Brown Silt/Clay; little cmf Sand;trace cf Gravel
1 100 B-6, S-4. Recieved Moisture= 19.2%.
.75 95 CI IA Project Number:31591.4001.42000
.5 95
.375 95 Atterberg Limits
25 94 PL= 21 LL= 25 P1= 4
114 92 Coefficients
1/8 90 085= 0.3839 D60= D50=
#30 86 Cu0 Cc= D10
1140 85
#50 84 Classification
#100 82 USCS= CL-ML AASHTO= A-4(2)
N200 78 Remarks
Sampled&delivered by the client on 4/26/17.
ASTM D 422 without hydrometer
(no specification provided)
Source of Sample: Gracie Road Athletic Complex Depth: 6-8 feet
Sample Number:AT098S698
ATLANTIC TESTING Client: Clough,Harbour&Associates LLP
LABORATORIES, LIMITED Project: Laboratory Analysis
Albany, New York Re ortNo: AT098SL-698-04-17 Date: 5/5/17
Tested by: �' Date: S ' S /
Reviewed by: Date: - 1 c)‘ \-1.
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ati ATLANTIC TESTING LABORATORIES
WBE certified company
II Particle Size Distribution Report
fl 0
la (7 CV — i V it0 w i
100 'I • •• I I I F
I I •• I I I I
90
I I I I I I
, 1 I • I I I I80
I I I • I I I I
70 -1 _ _ �14•.• I I _ _ _ —
X I I I I
1 • I I
11.1
Z_ 60 1 • I I
u- I I i I I •
Z 50 - 1 I I -
1.0
Iql I II
w40 ' -I I I . -
a. I 1 I I I
so f _-__ _ _
I I I I I
20 I _
I I I I I I
10 I I
0 I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
+3„ %Gravel %Sand %Fines
% Coarse Fine Coarse Medium Fine Silt I Clay
0 0 13 6 II 15 55
SIEVE PERCENT SPEC.* OUT OF Soil Description
SIZE FINER PERCENT SPEC(X) Brown S1L f/CLAY;some c-f Sand;little f Gravel
.75 100 B-8,S-2. Received Moisture= 11.9%
.5 97 CHA Project Number:31591.4001.4200
.375 94
.25 90 Atterberg Limits
#4 87 PL= --- LL= --- PI= ---
#8 82
#16 77 Coefficients
#30 73 D85= 3.5092 D60= 0.1261 D50=
#40 70 D30= D15= D10=
#50 68 Cu= Cc=
#100 62 Classification
#200 55 USCS= AASHTO=
Remarks
Sampled and delivered by the client on 4/26/2017.
ASTM D 422 without hydrometer
(so specification provided)
Source of Sample: Gracie Road Athletic Complex Depth: 2-4 feet
Sample Number: AT098S699
ATLANTIC TESTING Client: Clough,harbour&Associates LLP
LABORATORIES, LIMITED Project: Laboratory Analysis
Albany, New York Report No: AT098S1 699-04-17 Date: 5/4/2017
Tested by: ( F Date: 51/ 1/7
Reviewed by: OZ Date: 5/i//2