Attachment 6_WNYNC PHASE 1C GEOTECHNICAL INVESTIGATION REPORT.pdf

Kenney Geotechnical Engineering Services PLLC

Geotechnical Investigation Report WNY National Cemetery Phase 1C 1254 Indian Falls Road Town of Pembroke, New York

C.M. Kenney PE 6-7-2022

Christopher New Stamp

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

CONTENTS

INTRODUCTION

AUTHORIZATION

PROJECT DESCRIPTION

SITE CONDITIONS

FIELD STUDY

LABORATORY TESTING

SUBSURFACE CONDITIONS ENCOUNTERED

RECOMMENDATIONS AND CONCLUSIONS

LIMITATIONS

REFERENCES

ATTACHMENTS

• BORING LOGS

• LABORATORY TESTING RESULTS

INTRODUCTION

This report presents the results of the geotechnical investigation performed for Phase 1C of the Western New York National Cemetery project. This geotechnical report presents the data developed during the subsurface investigation and provides analysis and recommendations for the proposed construction.

No environmental services are included in this study. No conclusions have been drawn regarding environmental conditions of the site, potential contaminants, potential special treatment or disposal of site materials, or other environmental considerations.

AUTHORIZATION

The scope of our services for this project was presented in a proposal dated September 2, 2021. Our services were authorized by Patrick West, Project Manager for J G & A, Designer of Record for the project.

PROJECT DESCRIPTION

It is our understanding based on information provided by J G & A that the project features will include:

• Access Roads;

• Raised Absorption Trench,

• Maintenance Building, Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

• Honor Guard Building;

• Material Storage Building,

• Contractor Lay Down yard, and

• Stormwater management features.

Earlier phases of the project are currently under construction to the west and south of the investigation area.

DESIGN CRITERIA

We assumed a tolerable total foundation settlement of up to one inch, and up to 0.5 inches for maximum allowable differential settlement. We also assumed a design frost depth of 48 inches.

The following ASTM Standards were utilized during this study:

• ASTM D1586 “Penetration Test and Split-Barrel Sampling of Soils”

• ASTM D2487 “Standard Practice for Classification of Soils for Engineering

Purposes (Unified Soil Classification System)”

• ASTM D5434 “Standard Guide for Field Logging of Subsurface Exploration of

Soil and Rock”

SITE CONDITIONS

The site was composed of farmland and meadow prior to development and is located southeast of the intersection of Indian Falls Road and Allegheny Road. The New York State Thruway is located ot the south of the site. The site generally declines in elevation to the east. Ground surface elevations at investigation locations ranged from approximately El. 852 feet to El. 841 feet.

The site lies within the Erie-Ontario Lowlands physiographic provinces. Major topographic and geologic features in this area were formed during the last glacial advance and retreat, which ended approximately 12,000 years ago. Regional surficial geologic mapping suggests that natural soils in the site vicinity are a till moraine deposit. Bedrock mapping suggests that lower Devonian age Onondaga Limestone, Arkon Dolostone, and Bertie formation carbonate rock are present below soil. Local bedrock typically dips to the south at approximately 40 to 50 feet per mile.

Chemical dissolution of carbonate bedrock is possible, and karst features have been mapped in the site vicinity as noted by earlier site investigations. No karstic features have been identified on the site.

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

FIELD STUDY

The subsurface exploration for this project included twenty test borings (designated as CB-1 to CB-20) and a refraction microtremor (Re-Mi) geophysical survey.

Additionally, ten piezometers were installed for long term groundwater measureents.

The investigation was performed during the period of April 25, 2022 to April 29, 2022 using a track-mounted Geoprobe 7822DT drill rig equipped with an automatic sampling hammer and a mini-excavator. Hollow stem augering techniques were utilized to advance the borings to a planned exploration depth of 10 feet to 15 feet or to auger refusal. Standard penetration testing (SPT) (ASTM D1586) was performed with an automatic hammer to obtain soil samples and gauge the in-place consistency of the subsurface materials. Practical refusal is defined as the depth at which blow counts recorded during SPT exceed 50 blows per 6 inches or less of penetration, or ground shear strength exceeds the mechanical capabilities of the drill rig (The hydraulic 7822 DT is rated at 36,000 pounds of crowd and 4,000 ft-lbs. of rotational torque). Boring locations were selected by J G & A and The LA Group and field-located by Kenney Geotechnical Services personnel.

Soil samples obtained during the subsurface investigation were classified by a Geotechnical Engineer using the Unified Soil Classification System. Boring logs documenting the subsurface conditions encountered are attached. The boring logs and related information depict subsurface conditions only at the specific locations and times indicated. Subsurface conditions and water levels at other locations may differ from conditions at the locations where sampling was conducted. The passage of time also may result in changes in the conditions interpreted to exist at the locations where sampling was performed.

LABORATORY TESTING

Laboratory testing performed for this project included Natural Moisture Content (ASTM D-2216), Atterberg Limits Determination (ASTM D-4318), Corrosion Series, Unconfined Compressive Strength of Cohesive Soil (ASTM D-2166) and Particle Size Analysis (ASTM D-422). Testing was performed at Kenney Geotechnical Services laboratory. Test results are summarized in Table 1 and are attached to this report.

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

SUBSURFACE CONDITIONS ENCOUNTERED

The following interpretation of subsurface conditions is based on our review of the recovered samples, the boring logs, drilling observations, and our professional experience.

The test borings were performed at the proposed locations of the following structures:

Test Boring Associated Structure

CB-1 and CB-2 Bulk Storage

CB-3, CB-4, CB-5 Maintenance Building

CB-6, CB-7 Ancillary Building

CB-8, CB-9 Open Storage

CB-10, CB-11 Honor Guard Building

CB-12 to CB-18 Roads and Parking

CB-19, CB-20 Raised Septic

The subsurface conditions encountered at each structure location are summarized below.

Bulk Storage Area

The subsurface conditions encountered at the bulk storage area generally consisted of:

• Organic soft silty clay to a depth of 2 feet to 4 feet; overlying

• Alternating layers of sandy clay and silty sand with gravel, overlying

• Auger refusal on apparent limestone bedrock or large boulders at depths of 8 feet to 13 feet below the ground surface (bgs).

The soil was generally stiff and dense near the surface and became progressively softer/looser with depth until auger refusal occurred.

Maintenance Building

The subsurface conditions encountered at the proposed maintenance building generally consisted of:

• Approximately two feet of organic-laden soft clayey sand or loose silty sand, overlying

• Stiff clay to a depth of five to six feet bgs, overlying

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

• Dense silty or clayey sand with gravel and hard silty clay to depths of 13 feet to 15.5 feet bgs, overlying

• Possible bedrock (auger refusal) at depths of 13 to 15.5 feet bgs.

Ancillary Building

The subsurface conditions encountered at the Ancillary Building location generally consisted of:

• Approximately two to four feet of organic laden silty sand and sandy clay, overlying

• Alternating layers of stiff to hard silty clay and loose to medium dense sand with silt, overling

• Gravel consisting of limestone fragments at a depth of 13 feet to 15 feet bgs.

Open Storage Area

The subsurface conditions encountered at the proposed Open Storage area location generally consisted of:

• Organic-laden silty sand to depths of one to two feet bgs, overlying

• Stiff to hard silty clay to depths of approximately 13 feet, overlying

• Highly weathered limestone bedrock at depths of 13 to 15 feet bgs.

Honor Guard Building

The subsurface conditions encountered at the proposed Honor Guard Building generally consisted of:

• Very soft organic laden soil to depths of 3.5 feet to 4 feet bgs; overlying

• Weathered limestone below a depth of 4 feet bgs.

Access Road and Parking Areas

The subsurface conditions encountered by the test borings performed at proposed access road and parking areas generally consisted of:

• Organic laden soil to depths of 0.2 feet to 4 feet bgs, overlying

• Intermixed layers of silty clay and silty sand to depths of 8 to 10 feet bgs

The soil encountered was generally medium dense to dense if cohesionless, or stiff to hard if cohesive. Notable exceptions occurred at boring locations B-13, B-14 and B-15 where loose or soft soil was encountered to depths of up to 7 feet bgs.

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

Raised Bed Septic System

The subsurface conditions encountered at the raised bed septic system location generally consisted of:

• Organic laden soil to a depth of approximately two feet, overlying

• Medium dense clayey sand and medium stiff silty clay to depths of 7 feet to 9 feet bgs, overlying

• Possible bedrock (auger refusal) at depths of 9 feet to 9.7 feet bgs.

Cobbles and boulders were noted in the auger spoil while drilling at this location.

GROUNDWATER CONDITIONS ENCOUNTERED

Water levels were measured within the augers during advancement and from the open borehole after the augers were removed. Ten piezometers were also installed across the site to facilitate groundwater level measurements over time. The following table summarized site groundwater measurements.

Boring Location Depth of Water While Drilling (ft)

Depth of Water Within the Augers (ft)

Depth of Water in Open Borehole (ft)

Depth of Cave in Open Borehole (ft)

CB-1 9.5 Dry Dry 5.5

CB-2 Dry Dry Dry 7.8

CB-3 Dry Dry 9.2 9.8

CB-4 9.0 Dry DRY 8.3

CB-5 15.5 15.3 DRY 9.8

CB-6 6.0 11.2 5.3 8.2

CB-7 9.5 7.4 8.3 8.2

CB-8 13.0 Dry Dry 11.2

CB-9 Dry Dry Dry 10.2

CB-10 4.0 3.2 2.2 4.1

CB-11 3.5 Drilling Fluid Added

Drilling Fluid Added 4.0

CB-12 Dry Dry Dry 4.6

CB-13 Dry Dry Dry 6.2

CB-14 4.0 5.5 Dry 4.6

CB-15 6.0 5.6 Dry 4.2

CB-16 Dry Dry Dry 5.5

CB-17 Dry Dry Dry 6.8

CB-18 Dry Dry Dry 7.3

CB-19 Dry Dry Dry 5.1

CB-20 9.0 Dry Dry 8.3

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

5/5/2022 5/27/2022

PZ-1 3.3 8.5

PZ-2 6.7 8.7

PZ-3 4.5 7.4

PZ-4 8.0 9.4

PZ-5 7.2 8.0

PZ-6 9.0 9.0

PZ-7 6.1 3.0

PZ-8 1.3 3.8

PZ-9 8.0 8.3

PZ-10 DRY DRY

Piezometer Groundwater Depth BGS

Groundwater depths and seepage rates will vary with the seasons and changes in precipitation patterns and may be higher during the wetter seasons. No long term groundwater data was generated during this study and the range of possible groundwater elevation is unknown.

RECOMMENDATIONS AND CONCLUSIONS

A. Geotechnical Analysis

In general it appears that shallow foundations can be utilized to support proposed structures. Cobbles and boulders will be encountered randomly throughout the subsurface. Limestone bedrock was encountered at depths ranging from approximately 4 feet bgs to over 15 feet bgs. The limestone was randomly weathered, and it is possible that karstic conditions can occur although no significant sinkhole activity has been noted to date. In general, managing subsurface water flow is an important factor in limiting the possibility of future problems associated with karstic rock, as the dissolution of the bedrock due to water flow is the cause of cavity formation in the rock. Areas where water is ponded or introduced into the subsurface in a focused manner should be underlain by low permeability soil or geomembrane.

B. Site Preparation and Earthwork

Earthwork must be performed using methods that will result in a stable excavations and fills. Typical temporary earthwork measures such as temporary drainage swales, stabilized haul roads, and the use of protective layers of crushed stone can

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com be employed at this site. Organic material was encountered at the ground surface that will need to be removed from beneath access roads and structures. It is recommended that earthwork is observed by geotechnical personnel to ensure that all organic material is removed from both structural and pavement sites.

On-site soil exhibited a significant silt content and will be moisture-sensitive.

Maintaining proper moisture-density control will be critical in achieving the required dry density. Further recommendations are presented below.

We anticipate earthwork will be performed as follows:

• Strip existing topsoil, pavement, stumps, roots and organics from all areas that will receive new construction to establish subgrade.

• Proof-roll natural subgrade below pavement and slab-on-grade structures with a fully loaded dump truck, or accepted alternative equipment, under the observation of geotechnical personnel. Areas that rut, weave, or deflect should be over-excavated and replaced to a depth of up to two feet with compacted structural fill (see below for structural fill characteristic requirements). Areas receiving more than three feet of imported structural fill do not need to be proof-rolled.

• Utilize structural fill to raise site grades to the desired elevation.

Structural fill should consist of imported granular material conforming to NYSDOT Subbase Course (2” minus) or approved equal.

• Field moisture contents for structural fill should be maintained within 2 percentage points of the optimum moisture content established by laboratory testing to provide adequate compaction. All fill should be placed in level lifts having a loose thickness no greater than 12 inches and should be compacted to at least the following minimum percentages of the Modified Proctor (ASTM D-1557) maximum dry density:

• Below footings and crypts: 95%

• Beneath slab-on-grade or pavements: 95%

• Utility trench backfill: 95%

• Beneath landscape areas: 90%

• Beneath sidewalks and exterior slabs: 95%

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

Bulk samples of proposed structural fill materials should be delivered to our testing laboratory at least two weeks prior to the initiation of earthwork. In-place density testing should be performed at a frequency of one test per 500 square feet per lift in open areas and one test per 25 feet per lift in trenches.

• If structures are to be constructed during the winter months, or if the building interiors will be subjected to freezing temperatures after footer construction, adequate frost cover and protection must be provided. Earthwork cannot be performed with frozen material.

• Permanent slopes should be graded no steeper than 3 horizontal: 1 vertical unless they are reinforced or otherwise stabilized.

In utility trenches, or other confined areas, small compaction equipment may be necessary such as a vibratory plate, jumping jack or walk-behind vibratory roller.

In-place density testing should be performed at a frequency of one test per 25 feet per lift in trenches. Utility trench fill should be placed in level lifts no greater than 8 inches in thickness and should be compacted to at least 95%the Modified Proctor (ASTM D-1557) maximum dry density. Structural fill should consist of imported granular material such as NYSDOT Subbase (2” minus) or approved equal. Adequate frost cover and protection must be provided during winter weather construction.

Earthwork cannot be performed with frozen material.

C. Excavation and Earth Support

Temporary excavation slopes must be evaluated by the Contractor’s on-site Responsible Person. We anticipate the imported aggregate and on-site sand and gravel encountered by the subsurface investigation will be classified as Type C cohesionless soil. Type C materials can be temporarily graded to slopes no greater than 1.5H:1V unless shoring is utilized. The Contractors on-site Responsible Person should periodically review excavations for signs of movement or distress.

Excavation sidewalls should be periodically raked to remove loose particles.

Temporary excavation slopes and shoring must consider the loads imposed by adjoining structures. The design of shoring and underpinning elements is beyond the scope of this report.

Design of subsurface walls subjected to lateral earth pressure must consider the type of wall, degree of restraint against wall rotation, and other factors. We suggest the following lateral earth pressure parameters for smooth walls with horizontal

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com backfill:

• Ka = 0.33

• Kp = 3.0

• Ko = 0.5

• Coefficient of friction = 0.55

• Soil moist unit weight = 125 pcf

Any water pressure or surcharges from equipment, material stockpiles, or adjacent structures must be added to the suggested lateral pressure.

It is recommended that drainage is provided for retaining walls to reduce hydrostatic wall loading and possible frost action. Backfill against any walls should consist of a relatively well-graded free-draining granular material having no more than 10% passing the No. 200 sieve. The granular backfill zone behind walls should be at least one foot wide as measured horizontally from the face of the wall. Backfill against walls should be placed in loose lifts no greater than 6 inches in thickness.

For retaining walls a nonwoven geotextile filter should be placed between the granular backfill and insitu soil to prevent the migration of fine grained soil.

D. Construction Dewatering

Groundwater levels varied across the site. Perched water is likely pooling in sandy soil that is underlain by low permeability clay and bedrock. It is anticipated that seepage from perched water can be adequately handled by periodic pumping from strategically placed sumps. Stormwater diversion swales should also be installed at the perimeter of the high end of the site to manage flow from up-gradient areas.

Surface water must be diverted from the construction area. Ponding water should not be permitted above slopes or on earth surfaces that will support foundations, compacted fill, or earth retention structures. All fill surfaces should be sloped or crowned to prevent water ponding and sealed with a smooth-drum roller at the end of each shift to reduce infiltration. Smooth rolled surfaces must be scarified before placing subsequent lifts of fill.

Storm events and other factors can affect groundwater and seepage during construction. All dewatering discharge should be transported to a temporary dewatering basin constructed consistent with NYDEC construction stormwater and/or dewatering treatment Best Management Practices (BMPs).

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

E. Allowable Bearing Pressure

To control settlement within project requirements (less than 0.5 inch of differential settlement and less than 1 inch of total settlement), shallow foundations should be sized for an allowable bearing pressure of 2,500 pounds per square foot (psf). We recommend a minimum width of 18 inches for continuous footings and 24 inches for isolated column foundations. Bearing grade must consist of medium dense (or denser) cohesionless soil, or stiff (or harder) cohesive soil.

All exterior footings should bear at least 48 inches below finished exterior grade for frost protection unless an insulated frost protection system is installed. Drainage should be maintained away from foundations both during and after construction.

Each foundation excavation should be inspected by qualified geotechnical personnel and approved prior to placing reinforcing steel and concrete.

Foundations should be poured within a few hours of bearing grade approval. Any uncontrolled fill or deleterious material must be removed from below foundation bearing grade. Additional undercutting may be necessary where the bearing grade is considered unacceptable by on-site geotechnical personnel due to the presence of disturbed soil, frozen soil, ponded water, or soil with unacceptable strength characteristics.

F. Light Pole Foundation

Typically light poles are supported on a drilled shaft system. The test borings encountered sand underlain by limestone will support the drilled shafts. The drilled shafts should extend at least one diameter into the shale. We suggest the following geotechnical parameters for drilled shaft design:

Stratum

Unit Weight

(pcf) φ

(degrees) C (psf) Allowable qside (psf)

Allowable qtip (psf) k (pci) ε50

Sand 120 30 0 450 - 45 -

Limestone 145 0 10000 2500 50000 175 -

We recommend that the drilled shaft is constructed in conformance with the Deep Foundation Institute specification for drilled shaft construction. A temporary casing

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com should be utilized when constructing the drilled shaft. Concrete should be tremied and an appropriate head of fluid concrete should be maintained above the bottom of the casing during extraction.

G. Concrete Slabs on Grade

A preliminary subgrade modulus of 250 pci is recommended. This modulus value assumes subgrade is properly compacted and protected from disturbance by over-excavation or saturation during construction. All topsoil, pavement, organic matter, roots, etc. must be removed from beneath the concrete slab on grade subgrade. . If necessary for grading, place structural fill over stripped ground in order to achieve new floor slab elevations. Structural fill placed to establish floor slab subgrade should conform to the recommendations for materials and compaction presented in the Earthwork recommendations.

H. New Pavement Sections

The subsurface conditions encountered suggest the pavement subgrade has a significant silt content in some areas. Silty subgrades are frost susceptible and may be subject to freeze-thaw damage, making drainage an important consideration in pavement design. It will be necessary to proof-roll the exposed pavement subgrade to determine if soft areas are present that may require undercutting and replacement. Proof-rolling operations should be performed with a fully laden dump truck under the observation of geotechnical personnel.

The pavement sections recommended below are based on the assumption that the subgrades will be prepared as discussed in this report and that adequate drainage systems will be designed and implemented to maintain the subgrade in a drained state. We have not been provided with specific traffic loading for this project and are using estimates values to facilitate our calculations. Recommended pavement sections are provided for a medium duty pavement section (car parking areas) and for a heavy duty pavement section (main drive and/or bus areas).

Medium Duty Pavement:

• 1.5 inches – Top Course

• 2.5 inches – Binder Course

• 12 inches – Subbase Course

• Nonwoven Geotextile Layer (5 oz/sy min. weight)

Heavy Duty Pavement:

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

• 1.5 inches – Top Course

• 3.5 inches – Binder Course

• 15 inches – Subbase Course

• Nonwoven Geotextile Layer (5 oz./sy min. weight)

Please note that the pavement sections provided above were designed primarily for automobile traffic with occasional bus traffic and are not intended for heavy construction vehicle traffic. Temporary construction traffic lanes may require a thicker subbase to provide a stable surface for heavy construction vehicles.

The materials for the recommended pavement sections should consist of the following:

• Asphalt Concrete Top Course - NYSDOT Standard Specifications, Item No.

402.128902 - Hot Mix Asphalt, Top Course.

• Asphalt Concrete Binder Course - NYSDOT Standard Spec., Item No.

402.198902 - Hot Mix Asphalt, Binder Course.

• Subbase Course – Should comply with NYSDOT Standard Specifications, Item No. 304.12 - Type 2 or Item No. 304.14 – Type 4 Subbase.

• Geotextile - Woven polypropylene stabilization/separation geotextile (i.e., Mirafi 500X or approved similar).

Adjacent geotextile panels should have an overlap of at least 18 inches. The subbase should be placed and compacted in accordance with the recommendations presented below. Construction of the asphaltic concrete courses (i.e. binder and top) should be performed in accordance with NYSDOT Standard Specification Section 400. Asphaltic concrete courses should be compacted to at least 92 percent of the maximum theoretical density.

I. Seismic Hazard Concerns, Liquefaction, Seismicity, and Faulting

A refraction-microtremor survey was performed to measure the average shear wave velocity in the uppermost 100 feet of ground at the site. The average measured shear wave velocity was determined to be 1,632 feet per second. Based upon Table

6.2 of ASCE/SEI 7-16, this shear wave velocity value indicates Site Class C is appropriate for the site. The estimated design spectral response acceleration parameters for Site Class C are SDS = 0.158g and SD1 = 0.47g. Liquefaction, surface rupture from faulting or lateral spreading is estimated to have a low probability of occurrence given the soil conditions encountered and typical regional seismicity.

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

LIMITATIONS

The recommendations presented in this report are predicated on the performance of construction observation and testing by qualified geotechnical personnel. We request continued involvement with this project so that we may assess subsurface conditions exposed during construction to determine if modifications to our recommendations are necessary.

REFERENCES

“Surficial Geologic Map of New York – Niagara Sheet”, New York State Museum, 1986.

“Bedrock Map of New York – Niagara Sheet”, New York State Museum, 1970.

ATTACHMENTS

• BORING LOGS

• LABORATORY TESTING DATA

Job Number: 2022-057 Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315)-638-2706, Fax (315)-638-1544, www.kenneygeotechnical.com

BORING LOGS

CB-12

CB-13

CB-14

CB-15 CB-16 CB-17

CB-18

PZ-4

PZ-10

PZ-9

PZ-8

PZ-7 CB-2 CB-1

PZ-5

CB-5

CB-4

CB-3

CB-8

CB-9

CB-6CB-7

PZ-1 PZ-2

CB-19 CB-20 PZ-3

PZ-6

CB-10

CB-11

Project: SUNY ESF ACADEMIC RESEARCH BUILDING Project Location: SYRACUSE, NY Project Number: 2015-00016

< 4 4 to 10 10 to 30 30 to 50 > 50

C = U

Atterberg limits above "A" line or P.I. greater than 7

Atterberg limits below "A" line or P.I. less than 4

Peat and other highly organic soils

Inorganic silts, micaceous or disto-maceous fine sandy or silty soils, organic silts

Organic clays of medium to high plasticity, organic silts

Silty sands, sand-silt mixtures Above "A" line with P.I.

between 4 and 7 are border-line cases requiring use of dual symbolsAtterberg limits above "A" line or P.I. greater than 7

Not meeting all gradation requirements for SW

Above "A" line with P.I.

between 4 and 7 are border-line cases requiring use of dual symbols

Not meeting all gradation requirements for GW

Le ss th an p e rc en t.

. G W

, G P

, S W

, S P

M or e th a n p er ce nt

G M

, G C

, S M

, S C to pe rc en t..

B or de rl in e ca se

4s r e qu iri ng d ua l s ym bo ls

D et er m in e pe rc en ta ge s of s an d a nd g ra ve l f ro m g ra in s iz e cu rv e, D ep en di ng o n pe rc en ta ge o f f in es fr ac tio n sm a lle r th a n N o.

si ev e) c oa rs e-gr ai ne d so ils a re c la ss ifi ed a s fo llo w s:

Poorly-graded gravels, gravel-sand mixtures, little or no fines

Inorganic clays of high plasticity, fat clays

Organic silts and organic silty clays of low plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts and very fine sands, rock floor, silty or clayey fine sands or clayey silts with slight plasticity

Clayey sands, sand-clay mixtures

Atterberg limits below "A" line or P.I. less than 4

Poorly-graded sands, gravelly sands, little or no fines

Well-graded sands, gravelly sands, little or no fines

Clayey gravels, gravel-sand-silt mixtures

Silty gravels, gravel-sand-silt mixtures

Well-graded gravels, gravel-sand mixtures, little or no fines

Typical Names

C

C d u d

#1 to

#4 to

#2 t o

#4

2.

t o

4.

0.

to

.4

S ie ve s iz es m m

C oa rs e

M ed iu m

F in e

SM*

Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg Limits:

suffix d used when L.L. is 23 or less and the P.I. is 6 or less; the suffix is used when L.L. is greater than 26.

Borderline classifications used for soils possessing characteristics of two groups are designated by combinations of groups symbols.

For example; GW-GC, well-graded gravel-sand mixture with clay binder.

S an d #4 to

/4 in

3/ in to in

.1 t o

.2

B ou ld er s

C ob bl e

G ra ve l

C oa rs e u

F in e

4.

to

4.

in

. t o in

.2 t o

.8

Pt

OH

CH

MH

OL

CL

ML

SC

SP

SW

GC

GP

Major Divisions

GW

Group Symbols

C le an g ra ve l (L itt le o r n o fin es

S an ds w ith fi ne s

(A pp re ci ab le am ou n t o f fin es

.0

0.

t o

2.

S ie ve m m M at er ia l

M at er ia l

S ilt o r cl ay in

. t o in

C le an s an ds

(L itt le o r n o fin es

G ra ve ls

(M o re t ha n ha lf of c oa rs e fr a ct io n is la rg er th an

N o.

s ie ve s iz e)

S an ds (M o re t ha n ha lf of c oa rs e fr a ct io n is s m al le r th a n

N o.

s ie ve s iz

e) S ilt s an d

C la ys (L iq ui d lim it gr ea te r th an

0)

S ilt s an d C la ys

(L iq ui d lim it le ss th an

H ig hl y

O rg an ic

S oi ls

C oa rs e-

G ra in ed s oi ls (M o re t ha n ha lf th e m at er ia l i s la rg er t ha n N o.

s ie ve s iz e)

Laboratory Classification Criteria

F in e- G ra in ed s oi ls

(M o re t ha n ha lf th e m at er ia l i s sm al le r th an

N o.

s ie ve s iz e)

GENERAL NOTESTERMS DESCRIBING CONSISTENCY OR CONDITION

SPT Blow CountDescriptive Terms

< 2 2 to 4 4 to 8 8 to 15 15 to 30 > 30

< 25 25 to 50 50 to 100 100 to 200 200 to 400 > 400

Very soft Soft Medium stiff Stiff Very stiff Hard

Unconfined Compressive Strength kPa

Relative Density SPT Blow CountDescriptive Terms

0 to 15 % 15 to 35 % 35 to 65 % 65 to 85 % 85 to 100 %

Very loose Loose Medium dense Dense Very dense

1. Classifications are based on the United Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate.

2. Surface elevations are based on topographic maps and estimated locations.

3. Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were made. They are not guaranteed to be representative of subsurface conditions at other locations or times.

Key to Soil Symbols and Terms

0 10 20 30 40 50 60 70 80 90 100 1100

Plasticity Chart

FOR CLARIFICATION OF FINE-GRAINED SOIL AND

FINE-GRAINED FRACTION OF COARSE-GRAINED SOILS

LIQUID LIMIT (LL)

P

LA

S T

IC

IT

Y I

N D

E X

P

I) between 1 and 3greater than 4;

10D x D60

D 30( )2D 60

10D

U greater than 6; between 1 and 3C = C

C 10D x D60

D 30( )2D 60

10D

P ar tic le

S iz e

G ra ve l w ith fi ne s

(A pp re ci ab le am ou n t o f fin es

P ar tic le

S iz e

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests.

GM*

4.

t o

.1

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests.

OR

ORCL

OL

MH OH

OR

CL-ML

"A " L

IN

E"U

" L

IN

E

CH

OH

ML OLOR

Owner2 Text Box Project: WNYNC Phase 1C Project Location: Pembroke, NY Project Number: 2022-057

Key to Symbols

SC-SM: SILTY CLAYEY SAND

SP-SM: POORLY GRADED SAND

WITH SILTSP/SW: POORLY GRADED/WELL-GRADED SAND

CL: LEAN CLAY

LITHOLOGIC SYMBOLS

(UNIFIED SOIL CLASSIFICATION SYSTEM)

Pembroke, NYLocation:Client:

Project Name: 2022-057Project Number:WNYNC Phase 1C

JG & A

GW/GP: WELL-GRADED

GRAVEL AND POORLY GRADED

GRAVEL

GP-GM OR GW-GM:

POORLY GRADED/WELL-

GRADED GRAVEL WITH SILT

FILL/OL

SM: SILTY SAND

CL-ML: SILTY CLAY OR SANDY

SILTY CLAY

CLS: LOW PLASTICITY SANDY CLAY

BEDROCK ANY TYPE

Geotechnical Boring Log

Project Number: RS CB-1 Ground Elevation: CMK 1 of 1

Drill Rig: 9.5 Drill Method: DRY

Driller: DRY

1 1 3.0 20.8

2 2 2.0

3 7 2.5 12.0

4 12 4.0

5 24 9.4

6 13 6.0

7 3 0.5 21.8

8 2 8.0

9 3 8.2

10 5

SPT 1 50/0.4 50+ 8.9

Cave Depth: 5.5 FT

Client:

2022-057

SPT

USCS Material Description

SPT

SPT

SPT

SPT

18 6

Boring Number

Bottom of Boring: 13.4 FT

Project Name: Logged By:

Depth To Groundwater After Auger Removal:

Depth To Groundwater While Drilling:

Depth To Groundwater Before Auger Removal:

D.Green

Location:

Started:

Pembroke, NY 4/28/2022

7822 DT

3.25 HSA

Sheet:

Pocket Penet.

(tsf)

Moisture Content (%)

Strata Change

Depth (ft.)

Checked By:

Blow Count Per 6 inches

N (bpf)

WNYNC Phase 1C

JG & A 846.7 FT

Completed: 4/28/2022

Depth (ft)

Sample Type

Graphic Log

Re co ve ry

(in ch

SIMILAR SOIL, VERY DENSE, WET, AUGER REFUSAL

AT 13.4 FEET

(OL) SOFT, BROWN SILTY CLAY WITH TRACE

ORGANICS, MOIST

(CLS) STIFF, RED-BROWN SANDY CLAY, MOIST

(SC-SM) VERY DENSE, TAN SILTY CLAYEY SAND

WITH GRAVEL, MOIST

(CLS) MEDIUM STIFF, RED-BROWN SANDY CLAY,

MOIST

(SC-SM) LOOSE, TAN SILTY CLAYEY SAND WITH

GRAVEL, MOIST TO WET

Project Number: RS CB-2 Ground Elevation: CMK 1 of 1

Drill Rig: DRY Drill Method: DRY

Driller: DRY

1 1 2.0 17.7

2 2 2.0

3 5 3.0 25.6

4 6 4.0

5 5 1.5 22.0

6 8 6.0

7 45 6.2

50/0.3 8 8.0

SPT 1 50/.01 50+

Client: JG & A 846.6 FT Checked By: Sheet:

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

Blow Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Location: Pembroke, NY 7822 DT Depth To Groundwater While Drilling:

Started: 4/27/2022

SPT

3.25 HSA Depth To Groundwater Before Auger Removal:

Moisture Content (%)

Completed: 4/27/2022 D.Green Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

18 2

SPT 18 10

SPT 22 10

Cave Depth: 7.8 FTBottom of Boring: 8.1 FT

SPT 24 45

(OL) VERY SOFT, BROWN SILTY CLAY WITH TRACE

ORGANICS, MOIST

SIMILAR SOIL, STIFF, MOIST

(CLS) STIFF, RED-BROWN SANDY CLAY WITH

OCCASIONAL GRAVEL, MOIST

(SM) DENSE, TAN SILTY SAND WITH GRAVEL,

MOIST

(COBBLES AND BOULDER ENCOUNTERED AT 6.0

FT)

(GP) GRAY POORLY GRADED CHERTY LIMESTONE GRAVEL, MOIST

Project Number: RS CB-3 Ground Elevation: CMK 1 of 1

Drill Rig: DRY Drill Method: DRY

Driller: 9.2

1 1 20.3

2 2 2.0

3 4 4.5

8 11.7 4 14

5 14 4.5

22 9.0

6 27 6.0

7 30 4.5 18.3

8 24

15 4.5 9 20 9.0

40 9.8 10 50/0.2

SPT NR 50/0.1 50+

Completed: 4/26/2022 D.Green Depth To Groundwater After Auger Removal:

NO RECOVERY, AUGER REFUSAL AT 13.0 FT

(SM) VERY DENSE, TAN SILTY SAND WITH GRAVEL,

MOIST

SPT 20 60

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

Client: JG & A 842.8 FT Checked By: Sheet:

Location: Pembroke, NY 7822 DT Depth To Groundwater While Drilling:

Started: 4/26/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

(CL-ML) HARD, TAN SILTY CLAY, MOIST

SIMILAR SOIL, HARD, MOIST

Moisture Content (%)

SPT 20 2

SPT 22 12

SPT 23 36

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

(OL) VERY LOOSE, SILTY CLAYEY SAND WITH TRACE

ORGANICS, MOIST

(CL) STIFF, RED-BROWN LEAN CLAY, MOIST

SIMILAR SOIL, HARD, MOIST

Bottom of Boring: 13.0 Cave Depth: 9.8 FT

SPT 22

Project Number: RS CB-4 Ground Elevation: CMK 1 of 1

Drill Rig: 9.0 Drill Method: DRY

Driller: DRY

1 1 17.4

2 6 2.0

3 5 3.0 19.9

4 5 4.0

5 5 4.5 13.3

6 19 6.0

7 49 5.6

8 19

9 15 9.0 12.6

10 25

14 50/.4 13.9 5.7 14.1

(OL) MEDIUM DENSE, BROWN SILTY SAND WITH

TRACE ORGANICS, MOIST

(CL) STIFF, RED-BROWN LEAN CLAY, MOIST

(CL-ML) STIFF, RED-BROWN SILTY CLAY, MOIST

(SM) VERY DENSE, TAN SILTY SAND WITH GRAVEL,

MOIST

SIMILAR SOIL, DENSE, MOIST TO WET

2022-057 Logged By:

D.Green Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Client: JG & A 845.5 FT Checked By: Sheet:

Location: Pembroke, NY

Boring Number

Bottom of Boring: 14.1 FT Cave Depth: 8.3 FT

SPT 23 40

(SC-SM) DENSE, TAN SILTY CLAYEY SAND, MOIST

SIMILAR SOIL, VERY DENSE, MOIST

AUGER REFUSAL ENCOUNTERED AT 14.1 FT

50+10SPT

SPT 10 11

SPT 22 9

SPT 23 15

SPT 20 79

Moisture Content (%)

Started: 4/26/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/26/2022

7822 DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C

Project Number: RS CB-5 Ground Elevation: CMK 1 of 1

Drill Rig: 15.5 Drill Method: 15.3

Driller: DRY

1 1 1.0 9.0

2 2 2.0

3 4 3.0 18.4

4 6

4 3.0 5 7 5.0

14 13.6

6 18

7 48 7.0 8.3

8 50

SPT 4 50/0.4 50+ 5.1

14 48 5.0

15 50 15.5

16 25 50/0.1

SPT 24 96

SPT 22 93 SIMILAR SOIL, VERY DENSE, MOIST

(OL) VERY SOFT, BROWN SILTY CLAY WITH TRACE

ORGANICS, MOIST

Location: Pembroke, NY

SPT 18 2

SPT 22 8

SPT 24 21

7822 DT Depth To Groundwater While Drilling:

Started: 4/27/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/27/2022 D.Green Depth To Groundwater After Auger Removal:

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

Client: JG & A 846.2 FT Checked By: Sheet:

(CL-ML) MEDIUM STIFF, RED-BROWN SILTY CLAY,

MOIST

SIMILAR SOIL, VERY STIFF, MOIST

(SC-SM) MEDIUM DENSE, BROWN SILTY CLAYEY

SAND WITH GRAVEL, MOIST

SIMILAR SOIL, VERY DENSE, MOIST

(SM) VERY DENSE, TAN SILTY SAND, MOIST

SIMILAR SOIL, VERY DENSE, MOIST

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description

SPT NR 50+

AUGER REFUSAL AT 15.5 FT

NO RECOVERY

Bottom of Boring: 15.5 FT Cave Depth: 9.8 FT

Moisture Content (%)

Strata Change

Depth (ft.)

Pocket Penet.

(tsf)

Project Number: RS CB-6 Ground Elevation: CMK 1 of 1

Drill Rig: 6.0 Drill Method: 11.2

Driller: 5.3

1 1 19.7

2 3 2.0

3 4 17.5

4 7 4.0

5 7 4.0 17.6

6 17 6.0

7 7 10.8

8 6 8.0

9 6 19.5

10 1

13 13.0 4 4.5

14 20 14.0 2.8

50/0.4 HIGHLY WEATHERED LIMESTONE, WET

SPT 12 70

Client: JG & A 841.8 Checked By: Sheet:

Location:

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

SPT 22 15

Started: 4/25/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/25/2022 D.Green Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

Pembroke, NY

Bottom of Boring: 14.4 FT Cave Depth: 8.2 FT

Moisture Content (%)

(GP-GM) MEDIUM DENSE, GRAY POORLY GRADED

GRAVEL WITH SILT, MOIST

(SP-SM) LOOSE, GRAY-BROWN POORLY GRADED

SAND WITH GRAVEL, WET

(CL-ML) HARD, BROWN SILTY CLAY WITH GRAVEL,

WET

7822 DT Depth To Groundwater While Drilling:

SPT 20 15

SPT 22 8

SPT 12 2

SPT 12

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

(OL) MEDIUM STIFF, BROWN SILTY SAND WITH

TRACE ORGANICS, MOIST

(SC-SM) MEDIUM DENSE, TAN SILTY CLAYEY SAND,

MOIST

(CL-ML) STIFF, BROWN SANDY SILTY CLAY, MOIST

Project Number: RS CB-7 Ground Elevation: CMK 1 of 1

Drill Rig: 9.5 Drill Method: 7.4

Driller: 8.3

1 1 2.5 19.2

2 3

3 6 2.5 16.5

4 14 4.0

5 18 4.5

20 13.8

6 20

7 34 4.5 24.8

8 40

9 10 4.5

18 9.5 10 14 8.1

14 30 5.7

15 22

(OL) SOFT, BROWN SANDY CLAY WITH TRACE

ORGANICS, MOIST

SIMILAR SOIL, STIFF, MOIST

(CL) HARD, RED LEAN CLAY WITH OCCASIONAL

GRAVEL, MOIST

SIMILAR SOIL, HARD, MOIST

SIMILAR SOIL, VERY STIFF, MOIST

(SP-SM) MEDIUM DENSE, TAN POORLY GRADED

SAND WITH SILT, WET

(GP) VERY DENSE, GRAY-BROWN POORLY GRADED

GRAVEL WITH SAND, WET

Project Name: WNYNC Phase 1C

Started: 4/25/2022

SPT 24 68

SPT 24 28

SPT 22 54

2022-057 Logged By: Boring Number

Client: JG & A 843.1 FT Checked By: Sheet:

Location: Pembroke, NY 7822 DT Depth To Groundwater While Drilling:

Bottom of Boring: 15.0 FT Cave Depth: 8.2 FT

SPT 12 3

SPT 10 12

SPT 23 38

3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/25/2022 D.Green Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Moisture Content (%)

Project Number: RS CB-8 Ground Elevation: CMK 1 of 1

Drill Rig: 13.0 Drill Method: DRY

Driller: DRY

1 1 1.0

3 14 2 4 2.0

3 4 4.5 12.5

4 9 4.0

5 20 4.5 7.0

6 20

7 30 4.5 13.9

8 43

9 19 4.5 14.1

10 20

13 13.0

14 28 6.4

15 12

(OL) VERY LOOSE, BROWN SILTY SAND WITH

TRACE ORGANICS, MOIST

(SP-SM) VERY LOOSE, BROWN POORLY GRADED

SAND WITH SILT, MOIST

(CL) MEDIUM STIFF, RED LEAN CLAY, MOIST

(CL-ML) HARD, BROWN SILTY CLAY WITH GRAVEL,

MOIST

SIMILAR SOIL, HARD, MOIST

SIMILAR SOIL, HARD, MOIST

HIGHLY WEATHERED LIMESTONE CONSISTING OF

DENSE, BROWN SILTY SAND WITH GRAVEL, WET

SPT 24 65

SPT 24

Client: JG & A 844.1 FT Checked By: Sheet:

Location: Pembroke, NY 7822 DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C 2022-057

Completed: 4/28/2022 D.Green Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

SPT 22 46

Moisture Content (%)

SPT 22 4

SPT 22 8

SPT 22 40

Boring Number

Started: 4/28/2022

Bottom of Boring: 15.0 FT Cave Depth: 11.2 FT

3.25 HSA Depth To Groundwater Before Auger Removal:

Logged By:

Project Number: RS CB-9 Ground Elevation: CMK 1 of 1

Drill Rig: DRY Drill Method: DRY

Driller: DRY

1 1 17.2

2 2 2.0

3 4

4 12 4.0

5 15 4.5 12.3

6 30

7 26 4.5 14.3

8 28

9 20 4.5 10.5

10 22

20 4.5 6.7

14 50/0.1

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Client: JG & A

4/28/2022

Depth (ft)

Sample Type

Project Name: WNYNC Phase 1C

Started: 4/28/2022

SPT 23 61

SPT 18 42

SPT 22 3

SPT NR 9

SPT 23 33

Completed:

50+6SPT

Bottom of Boring: 13.6 FT Cave Depth: 10.2 FT

(OL) VERY LOOSE, BROWN SILTY CLAYEY SAND

WITH TRACE ORGANICS, MOIST

NO RECOVERY

(CL-ML) HARD, BROWN SILTY CLAY WITH GRAVEL,

MOIST

SIMILAR SOIL, HARD, MOIST

SIMILAR SOIL, HARD, MOIST

SIMILAR SOIL, HARD WITH CHERTY LIMESTONE

FRAGMENTS, MOIST

Moisture Content (%)

2022-057 Logged By: Boring Number

D.Green Depth To Groundwater After Auger Removal:

844.5 FT Checked By: Sheet:

7822 DT Depth To Groundwater While Drilling:

3.25 HSA Depth To Groundwater Before Auger Removal:

Location: Pembroke, NY

Project Number: RS CB-10 Ground Elevation: CMK 1 of 1

Drill Rig: 4.0 Drill Method: 3.2

Driller: 2.2

1 1 20.1

2 0.5 2 1 17.8

2 0.5 3 3

3 3.5 4 40 4.0 0.5

5 50/0.1 3.9

SPT

(OL) VERY LOOSE, BROWN SILTY SAND WITH

TRACE ORGANICS, MOIST

(OL) VERY SOFT, BROWN SILTY CLAY WITH TRACE

ORGANICS, MOIST

SIMILAR SOIL, MEDIUM STIFF WITH TRACE

ORGANICS, MOIST

GRAY COMPLETEY WEATHERED CHERTY LIMESTONE, WET

SLIGHTLY WEATHERED TO FRESH CHERTY

LIMESTONE, WET

3.25 HSA Depth To Groundwater Before Auger Removal:

D.Green Depth To Groundwater After Auger Removal:

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Client:

Started: 4/26/2022 Completed: 4/26/2022

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

50+4

JG & A 845.2 FT Checked By: Sheet:

Location: Pembroke, NY 7822 DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

Bottom of Boring: 4.5 FT Cave Depth: 4.1 FT

Moisture Content (%)

SPT 12 3

SPT 23

Project Number: RDS CB-11 Ground Elevation: CMK 1 of 1

Drill Rig: 3.5 Drill Method:

Driller:

WH/12"

1 0.5 19.2

2 3

3 6 1.0 14.9

4 9 4.0

5 50/0.2

5.0

FRESH GRAY CHERTY LIMESTONE

(DRILLING WATER CIRCULATION LOST AFTER THE

FIRST FOOT LIMITING THE RECOVERY TO 18

INCHES)

DRILL

FLUID

ADDED

SLIGHTLY WEATHERED TO FRESH CHERTY

LIMESTONE, WET

Core Rate per foot (min.sec per foot)

4.5

5.2

3.5

ROCK

CORE

3.25

Project Name: WNYNC Phase 1C

Started: 4/26/2022

RQD

N/A

Client: JG & A

845.2 FT Checked By: Sheet:

Location: Pembroke, NY 7822DT Depth To Groundwater While Drilling:

Bottom of Boring: 9.0 FT Cave Depth: 4.0 FT

AUGER REFUSAL AT 5.0 FT

SPT 12

SPT 18 36

3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/26/2022 D.GREEN Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Moisture Content (%)

2022-057 Logged By: Boring Number

SPT 2 100

(OL) VERY SOFT, BROWN SILTY CLAY WITH

ORGANICS, MOIST

SIMILAR SOIL, WET (LIMESTONE COBBLE

ENCOUNTERED AT 3.0-3.5 FT)

DEPTH

(FT)

SAMPLE

TYPE

RECOVERY

(INCH)

Project Number: RDS CB-12 Ground Elevation: CMK 1 of 1

Drill Rig: DRY Drill Method: DRY

Driller: DRY

WH 0.2

1 3 19.3

2 9

3 24 17.3

4 13 4.0

5 5 19.7

6 7

7 6 7.0

4 20.3 8 3 0.5

9 11 9.0

40 5.3 10 50

Client: JG & A 852.0 FT Checked By: Sheet:

Location: Pembroke, NY 7822DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

Started: 4/28/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/28/2022 D.GREEN Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Bottom of Boring: 10.0 FT Cave Depth: 4.6 FT

Moisture Content (%)

TOPSOIL

(SM) LOOSE, BROWN SILTY SANDY WITH GRAVEL,

MOIST

SIMILAR SOIL, VERY DENSE, MOIST

(SC-SM) MEDIUM DENSE, BROWN SILTY-CLAYEY

SAND, MOIST

SIMILAR SOIL, LOOSE, MOIST

(CLS) STIFF, RED-BROWN SANDY CLAY, MOIST

SIMILAR SOIL, MOIST

(SM) VERY DENSE, TAN SILTY SAND WITH GRAVEL,

MOIST

SPT 24 10

SPT 24 51

SPT 22 9

SPT 12 49

SPT 24 11

Project Number: RDS CB-13 Ground Elevation: CMK 1 of 1

Drill Rig: DRY Drill Method: DRY

Driller: DRY

1 0.2 1 5 17.1

2 7 2.0

3 7 18.0

4 8 4.0

5 1 1.5 12.5

6 3

7 9.8 7 16 7.0 3.0

8 50 8.0

SPT 1 50/0.2 100

Client: JG & A 851.4 FT Checked By: Sheet:

Location: Pembroke, NY 7822DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C

Started: 4/29/2022

SPT 22 54

SPT 22 10

SPT 22 13

SPT 24 3

3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/29/2022 D.GREEN Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Bottom of Boring: 8.2 FT Cave Depth: 6.2 FT

Moisture Content (%)

2022-057 Logged By: Boring Number

(GP) GREY LIMESTONE FRAGMENT, MOIST

TOPSOIL

(SP-SM) LOOSE, BROWN POORLY GRADED SAND

WITH SILT, MOIST

(SP) MEDIUM DENSE, BROWN POORLY GRADED

SAND, MOIST

(CL-ML) SOFT, BROWN SANDY SILTY CLAY WITH

GRAVEL, MOIST

SIMILAR SOIL, HARD, MOIST

(SC-SM) VERY DENSE, TAN SILTY CLAYEY SAND

WITH GRAVEL, MOIST

Project Number: RDS CB-14 Ground Elevation: CMK 1 of 1

Drill Rig: 4.0 Drill Method: 5.5

Driller: DRY

1 0.2 1 2 8.1

2 1

WH/12"

3 20.1

4 1

1/12" 5 14.4

1 5.5 6 2 0

3 0 7 3 7.0

4 3.0 12.7 8 5 8.0

9 18 4.0 15.0

10 50

Client: JG & A 849.9 FT Checked By: Sheet:

Location: Pembroke, NY 7822DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C 2022-057 Logged By: Boring Number

SPT 24 1

Started: 4/29/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/29/2022 D.GREEN Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

Bottom of Boring: 10.0 FT Cave Depth: 4.6 FT

Moisture Content (%)

SPT 24 7

SPT 22 56

SPT 22 3

SPT 24

TOPSOIL

(SP) BROWN VERY LOOSE, POORLY GRADED SAND,

MOIST

SIMILAR SOIL, MOIST

SIMILAR SOIL, WET

(CLS) VERY SOFT, BROWN SANDY CLAY, WET

SIMILAR SOIL, MEDIUM STIFF, WET

(CL-ML) MEDIUM STIFF, RED-BROWN SILTY CLAY

(CL) HARD, RED-GREY LEAN CLAY, MOIST

Project Number: RDS CB-15 Ground Elevation: CMK 1 of 1

Drill Rig: 6.0 Drill Method: 5.6

Driller: DRY

1 0.2 1 1 21.2

2 2 2.0

3 3 23.1

4 6 4.0

5 12 3.0 12.9

6 15 6.0

7 10 12.4

18 7.5 8 19 3.0

9 22

24 4.5 11.8 10 20

3.25 HSA Depth To Groundwater Before Auger Removal:

Completed: 4/29/2022 D.GREEN Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

Re co

) Blow

Count Per 6 inches

Graphic Log

N (bpf)

USCS Material Description Strata

Change Depth (ft.)

Pocket Penet.

(tsf)

2022-057 Logged By: Boring Number

Client: JG & A 845.1 FT Checked By: Sheet:

Location: Pembroke, NY 7822DT Depth To Groundwater While Drilling:

Project Name: WNYNC Phase 1C

Started: 4/29/2022

Moisture Content (%)

SPT 22 5

SPT 24 7

SPT 18 24

SPT 24 28

SPT 20 46

TOPSOIL

(OL) LOOSE, BROWN SILTY SAND WITH ORGANICS,

MOIST

(SP-SM) LOOSE, BROWN POORLY GRADED SAND

WITH SILT, MOIST

(CL-ML) VERY STIFF, BROWN SANDY SILTY CLAY

WITH GRAVEL, MOIST

(SM) MEDIUM DENSE, BROWN SILTY SAND WITH

GRAVEL, WET

(CL-ML) VERY STIFF, RED-GREY SILTY CLAY WITH

GRAVEL, MOIST

SIMILAR SOIL, HARD, MOIST

Bottom of Boring: 10.0 FT Cave Depth: 4.2 FT

Project Number: RDS CB-16 Ground Elevation: CMK 1 of 1

Drill Rig: DRY Drill Method: DRY

Driller: DRY

1 2 1.0

4 2.0 6.0 2 4

3 18 3.0 13.6

4 22 4.0

5 18 4.5 10.5

6 26

7 34 4.5 13.1

8 24

9 16 4.5 13.8

10 28

Blow Count Per 6 inches

Graphic Log

N (bpf)

Client: JG & A

Completed: 4/28/2022

Re co

Logged By: Boring Number

Started: 4/28/2022 3.25 HSA Depth To Groundwater Before Auger Removal:

Strata Change

Depth (ft.)

Pocket Penet.

(tsf)

SPT 22 56

SPT 24 38

843.1 FT Checked By: Sheet:

Location: Pembroke, NY 7822DT Depth To Groundwater While Drilling:

Moisture Content (%)

SPT 18 6

SPT 22 28

SPT 23 52

D.GREEN Depth To Groundwater After Auger Removal:

Depth (ft)

Sample Type

USCS Material Description

Bottom of Boring: 10.0 FT Cave Depth: 5.5 FT

(OL) LOOSE, BROWN SILTY SAND WITH ORGANICS,

MOIST

(OL) MEDIUM STIFF, BROWN SILTY CLAY WITH

TRACE ORGANICS, MOIST

(OL) SIMILAR SOIL,…