Attachment F - GEOTECHNICAL REPORT.pdf

Ulster County Department of Emergency Services 238 Golden Hill Lane, Kingston, NY 12401

Attention: Mr. Steven J. Peterson – Project Manager (Via email: spet@co.ulster.ny.us)

January 14, 2026

RE: W.O. 12701.WAWARSING

GEOTECHNICAL INVESTIGATION

PROPOSED 155-FOOT-HIGH SELF-SUPPORT TOWER

7284-7286 ROUTE 209

TOWN OF WAWARSING, ULSTER COUNTY, NEW YORK

Dear Mr. Peterson:

Tectonic Engineering Consultants, Geologists & Land Surveyors, D.P.C. (Tectonic) has performed a subsurface investigation and geotechnical engineering analyses for the foundations of the proposed tower and associated appurtenances at the above referenced site. This report presents our findings and recommendations for the design and construction of the foundations for the proposed tower and appurtenances.

1.0 DESIGN CONSIDERATIONS

The proposed tower is a self-support tower (SST) that will be used to mount emergency service communication equipment. It is expected that the SST foundation will be subjected to compressive and uplift loading, while the overturning loading will be modest in comparison. The actual loads from the SST tower are to be determined by others.

In accordance with the publication entitled “Structural Standard for Antenna Supporting Structures and Antennas and Small Wind Turbine Support Structures” (TIA-222-H), it shall be permissible to determine seismic design parameters from the ASCE 7 online Hazard Tool based on ASCE 7-16. Additionally, it is our understanding that the SST is categorized as Risk Category III.

2.0 SITE DESCRIPTION

The proposed project site (site) is a square shaped 3,600 square foot (sf) fenced gravel compound located at the above referenced address. The tower site is located at coordinates 41.755414N, -74.364847E. The site is generally bound by undeveloped wooded land on all sides with an access road on the eastern and northern side of the site.

Municipal facilities and residential structures are located approximately 600 and 400 feet east of the project site, respectively. Based on the Topography Map, prepared by Tectonic, dated August 14, 2024, the immediate site is fairly level at elevation +443 feet. The surrounding grades generally slope downward in a west to east direction with slopes ranging from approximately 2H:1V to 1H:1V. All elevations listed herein are approximate and reference the North American Vertical Datum of 1988 (NAVD88).

W.O. # 12701.WAWARSING Page 2 January 14, 2026

The proposed construction will include the SST tower, an equipment shelter, a generator, propane tank, and associated appurtenances in a 60-foot by 60-foot fenced gravel compound. The proposed tower will be located near the approximate center of the compound, with the associated appurtenances located south and west of the tower.

Although a grading plan was not available as of the preparation of this report, no significant cutting or filling is anticipated to construct the tower. Access to the site will be provided via the existing access drive, located to the north and east of the site, that connects directly to an existing parking lot located to the east of site, within the existing municipal facility.

3.0 SUBSURFACE INVESTIGATION

The subsurface investigation consisted of advancing four (4) test borings, designated as B-1 through B-4; performing four (4) soil resistivity tests, designated as Test 1 through Test 4; and performing one (1) infiltration test, designated as INF-1. Borings B-1 and B-2 were advanced within the tower compound, borings B-3 and B-4 were advanced along the existing access road that will connect the tower compound to the existing parking lot to the north and east, and INF-1 was performed within the tower compound. The approximate boring, infiltration test, and soil resistivity test locations are shown on the attached Boring, Infiltration, and Soil Resistivity Test Location Plan, Figure 1.

The borings were performed by PG Environmental Services on December 4 and 5, 2025, using a Geoprobe 7822DT, which is a track-mounted drill rig equipped with an automatic hammer. The borings were advanced to depths of approximately 22 to 42 feet below ground surface (bgs) using mud rotary drilling techniques and casing. Within the borings, Standard Penetration Testing (SPT) was performed using standard 2-inch diameter split-spoon samplers in general accordance with the requirements of ASTM Standard D1586 “Standard Test Method of Penetration Test and Split-Barrel Sampling of Soils.” Field SPT-N values of the soil samples taken were recorded. The borings were advanced until the proposed termination depths during split-spoon sampling. Samples of the soil obtained during the investigation were collected and retained in glass jars, the soil samples are currently stored at our material testing laboratory in accordance with our contract. Upon completion, the borings were backfilled with drill cuttings to generally match existing conditions.

Soil resistivity and infiltration testing were performed at the site on December 5, 2025. Further resistivity testing was performed on January 5, 2025. The infiltration testing was performed in general accordance with the New York State Department of Environmental Conservation (NYSDEC) Appendix D guidelines, and resistivity testing was performed in general conformance with ASTM Standard G57. Infiltration testing consisted of one (1) infiltration test performed within a 4-inch diameter borehole advanced to approximately 4.3 feet bgs. Soil resistivity testing consisted of the performance of two (2) Wenner arrays. The soil resistivity tests were performed approximately perpendicular to each other, bisecting the approximate center of the proposed construction and the centerline of the access road. The infiltration and resistivity testing are further discussed in Sections 7 and 8.

The subsurface investigation was observed on a full-time basis by a Tectonic representative, working under the supervision of a New York State licensed Professional Engineer. The representative also classified soil samples as they were recovered; collected representative soil samples for laboratory testing; provided subcontractor oversight;

prepared logs of the soil and groundwater conditions encountered; performed infiltration testing; and performed soil resistivity testing. All soil samples were field classified in general accordance with the New York State Building Code (Code), the Unified Soil Classification System (USCS), as detailed in ASTM D2488, and the Modified Burmister Soil Classification System. The boring, soil resistivity, and infiltration test logs are attached.

W.O. # 12701.WAWARSING Page 3 January 14, 2026

4.0 LABORATORY TESTING

Laboratory testing consisted of four (4) grain size distribution analyses performed in general accordance with ASTM D6913. In addition, one (1) corrosivity test was performed on a bulk soil sample, collected from a depth of 2 to 6 feet bgs, to identify the chloride and sulfate contents and the pH of the soils. The soil corrosivity testing was performed by Phoenix Environmental Laboratories, Inc., of Manchester, Connecticut. The results of the laboratory testing are attached.

5.0 SUBSURFACE CONDITIONS

Subsurface conditions generally consisted of granular fill overlying what is described as glacial till by a New York State surficial geology map. The following is a general description of the encountered subsurface conditions. Detailed descriptions can be found on the attached boring logs.

An automatic hammer was used in the SPT sampling of the borings. Given that an automatic hammer imparts more energy into the split spoon sampler than a safety hammer (N60), the standard hammer used for most geotechnical engineering calculations, an energy correction factor of 1.3 has been applied to the field N-values to obtain the N60-values.

The borings were advanced through the glacial till to the termination depth of the borings, ranging from 22 to 42 feet bgs. The glacial till consisted primarily of coarse to fine sand containing approximately 15 to 23 percent fines, and 12 to 29 percent coarse to fine gravel. Isolated layers of coarse to fine gravel with variable amounts of coarse to fine sand, and silt were encountered in boring B-1 at the surface and at depths of approximately 10 feet bgs. Also, an isolated layer of silt was encountered within boring B-4 to depths ranging from 0 to 6 feet bgs. Field SPT N-values in the glacial till ranged from 2 to 96 blows per foot (bpf), corresponding to energy corrected N60 values of ranging from approximately 3 to 125 bpf. The relative density of the glacial till within borings B-1 and B-2 ranged from very loose to dense, with most of the samples being loose to an approximate depth of 15 feet bgs. The relative density of the glacial till within borings B-3 and B-4 generally ranged from medium dense to very dense, with most of the samples being in a medium dense condition.

Saturated soil conditions were not encountered during the drilling activities. It should be noted that groundwater levels fluctuate with rainfall and seasonal changes, and groundwater may occur in a perched condition overlying the fine-grained and dense to very dense soils. Tectonic recommends installing a groundwater observation well within the footprint of the tower foundation if long‑term groundwater measurements are required by the contractor or the design team.

6.0 SOIL CORROSIVITY TESTING

As noted, chemical testing was performed on a composite soil sample to evaluate the chloride and sulfate contents and pH of the native soils. Testing was performed on a composite sample collected from the native soils. The chemical testing was performed by Pheonix Environmental Laboratories, Inc. at their testing facility in Manchester, Connecticut. Table 6-1 summarizes the results of the laboratory testing. Additional details are presented within the attached laboratory report.

W.O. # 12701.WAWARSING Page 4 January 14, 2026

Table 6-1 Corrosivity Test Results

Soil Type Sample

No.

Depth

(ft)

Chloride

Content

(mg/kg(1,2))

Sulfate

Content

(mg/kg(1,2) pH

Native Composite 2 to 6 235 <55 9.70

Notes:

1. The ratio mg/kg is equal to parts per million (ppm).

2. Content values preceded with a less than symbol (<) indicate that the content was below the detectable limit.

7.0 RESISTIVITY TESTING

The resistivity testing was performed with an AEMC Industries Model 6472 digital Ground Resistance Tester. The data presented below in Tables 7-1 and 7-2 includes the calculated earth resistivity, based on the measured resistance at each “a” spacing, which per the assumption of the Wenner array method, represents the average earth resistivity of a hemisphere of soil having a radius equal to the “a” spacing. Resistivity test logs are attached.

Table 7-1 - Resistivity Test Results

Measured Resistivity for Varying “A” Spacings (Ohm-Cm)

Array

Number

Electrode Spacing

1 Ft 2 Ft 4 Ft 6 Ft 8 Ft 16 Ft 25 Ft

Test 1 931 2,421 6,113 3,493 1,302 1,593 N/A (1)

Test 2 875 2,394 2,605 8,400 3,708 N/A (2)

2,729

Notes:

1. Testing was not performed at this spacing due to site constraints and a limited work area.

2. Testing was not performed at this spacing due to obstruction.

Table 7-2 - Resistivity Test Results

Measured Resistivity for Varying “A” Spacings (Ohm-Cm)

Array

Number

Electrode Spacing

5 Ft 10 Ft 15 Ft 20 Ft 30 Ft 40 Ft 60 Ft 80 Ft 100 Ft

Test 3 14,268 36,004 29,014 29,416 36,425 39,834 49,410 62,969 73,923

Test 4 14,842 23,556 23,412 22,675 28,842 31,408 N/A (1) N/A

(1) N/A

(1)

Notes:

1. Testing was not performed at this spacing due to site constraints and a limited work area

8.0 INFILTRATION TESTING

The infiltration testing was performed in accordance with the NYSDEC’s Stormwater Management Design Manual Appendix D procedures on December 5, 2025. Four (4) consecutive tests were performed, and a rate 2 inches per hour was taken as the stable infiltration rate. The infiltration test log is attached.

W.O. # 12701.WAWARSING Page 5 January 14, 2026

9.0 SITE CLASS AND SEISMIC SITE COEFFICIENTS

Based on the results of the subsurface investigation and the criteria outlined in the current edition of the New York State Building Code and TIA-222-H, the subsurface conditions underlying the site should be considered Class D. The associated seismic design parameters from ASCE 7-16 are attached.

10.0 TOWER FOUNDATION RECOMMENDATIONS

It is recommended that the proposed tower be supported on a mat foundation (pad and pier). Alternatively, the SST can be supported on a drilled shaft bearing within the denser soils. It should be noted that the surrounding areas of the site show approximately 1H:1V and 1H:2V slopes which, given the loose to medium dense state of the granular soils on-site, might have a potential for geotechnical slope stability issues. A slope stability analysis was not conducted as part of this scope.

10.1 Mat Foundation Design Recommendations:

Based on the TIA, the frost depth for this site is 4 feet bgs, so new foundations should be established at this depth or deeper to minimize the risk of frost heave. A single mat foundation bearing on the glacial till should be sized using a net ultimate bearing capacity of 3,000 pounds per square foot (psf). The maximum compressive pressure at the edges of the foundation that occurs because of overturning loads should not exceed the above recommended bearing capacity value. The dimensions and depth of embedment of the foundation should be established by the design engineer to provide sufficient resistance to the design loads.

The subgrade should be confirmed by the Tectonic geotechnical engineer prior to placing any steel or concrete, and prior to performing any other construction activities, other than excavation. The calculation of sliding resistance at the base of the mat should incorporate a sliding (friction) coefficient of 0.55. The passive earth pressure resistance along the sides of the foundation can be calculated using the following properties:

Lateral Parameters Existing Soil &

Structural Fill

Kp 3.54*

34°

Where, = design unit weight of soil (pounds per cubic foot).

= angle of internal friction (degrees).

Kp = passive earth pressure coefficient.

* Passive pressure should be reduced above a depth of 4 feet to account for frost disturbance

Based on the information gathered during drilling activities, groundwater is not anticipated to impact the design of the mat, however, localized dewatering may be required to remove perched water or infiltrating surface water after periods of wet weather.

W.O. # 12701.WAWARSING Page 6 January 14, 2026

10.2 Mat Foundation Construction Considerations

The foundation subgrade should be prepared by excavating to the bearing depth using hydraulic excavation equipment. The subgrade should then be inspected by the Tectonic geotechnical engineer to verify that the materials are consistent with those described in this report. Any unsuitable materials (soil other than those recommended for bearing) should be removed as directed by the Tectonic geotechnical engineer. The area of removal should be within the zone of influence of the foundation, which is defined by imaginary lines sloping downward and outward from the bottom edge of the foundation at a 1 horizontal to 1 vertical slope.

Any new fill slopes should be constructed on a slope inclination no steeper than 3 to 1 (Horizontal to Vertical) unless a detailed slope stability evaluation is performed. The sides of the excavation should be sloped back for safety unless a sheeting or bracing system is used. The Occupational Safety and Health Administration (OSHA) and other applicable agency requirements pertaining to worker safety should be met during the excavation activities.

10.3 Drilled Shaft Recommendations

A drilled shaft foundation for the tower should bear at a minimum depth of 15 feet bgs or at least 3 times the shaft diameter, whichever is greater. This recommended minimum bearing depth is based on the loose to medium dense soil conditions encountered within the borings B-1 and B-2. The actual depth of embedment and the diameter of the drilled shaft should be determined by the design engineer based on the actual loads and the geotechnical design criteria presented in this report.

The following ultimate end bearing pressures and side resistance values are provided for design of the drilled shaft. The appropriate reduction factors (to be determined by others) should be applied to these ultimate values to obtain the allowable values.

Depth Below

Existing Grade

(Feet) 0 to 15

Ultimate End Bearing

Pressure, qb

(3)

(Pounds per Sq. Ft.)

NA

Ultimate Side

Resistance(1,2)

(Pounds per Sq. Ft.)

0 to 1,100

15 to 42 10,000 1,100 to 2,400

(1) The lower and higher values correspond to the lower and higher depth values, respectively, cited in the left column. The values are estimated based on casting concrete directly against the sidewall of the excavation on the same day that the excavation is started.

(2) Ignore side resistance within the upper 5 feet of soil due to frost action.

(3) The provided ultimate end bearing pressures only apply to depths below approximately 15 feet bgs.

The following soil parameters are provided for designing to resist lateral movement and tilting and for analyzing lateral deflection and lateral stability. Lateral deflection at the top of the drilled shaft should be checked using a computer program such as LPILE. Maximum deflection should not exceed that recommended by the manufacturer of the structure.

W.O. # 12701.WAWARSING Page 7 January 14, 2026

Depth

(feet)

(pcf)

(degrees)

C

(psf)

Kl

(pci) ε50 Kp

0 to 15 115 30 NA 25 NA 3.00

15 to 42 130 34 NA 90 NA 3.54

= design unit weight of soil (pounds per cubic foot)

= angle of internal friction (degrees)

C = cohesion (pounds per square foot)

Kl = coefficient of lateral subgrade reaction (pounds per cubic inch) required for p-y curve methods of analysis ε50 = axial strain at 50% of the maximum principal stress difference

Saturated soil conditions were not encountered within the borings. Therefore, based on our subsurface investigation and details obtained from the borings, it is not anticipated that groundwater will be encountered during installation of the drilled shaft unless drilling extends beyond this depth.

10.4 Recommendations for Concrete Pad Foundations

The associated appurtenant structures can be supported on concrete slabs (designed by others) turned down at the edges, at a minimum depth of 12 inches bgs on the native granular soils, if some frost heave can be tolerated. Otherwise, for frost protection all slabs should bear at a minimum depth of 4 feet bgs. The pad should overlie a minimum 12 inches of crushed stone conforming with New York State Department of Transportation (NYSDOT) Standard Specifications, Section 733-Earthwork Materials, Table 733-04A, Type 2, on an approved compacted soil subgrade.

11.0 EARTHWORK CONSTRUCTION CRITERIA

The following sections present our recommendations regarding earthwork and construction monitoring.

11.1 General Site Preparation

Initially, the site should be stripped of all fill material, organics, debris, and vegetation. Debris and vegetation from the clearing operations should be removed from the site and disposed of at a legal dump site. All soils and subsurface obstructions should be removed from the foundation footprint. If encountered, any existing utilities within the project limits should be excavated and re-routed or removed. The resulting excavations should be backfilled with structural fill in accordance with the procedures outlined in Section

11. Trench excavations should be properly benched to allow for adequate compaction.

11.2 Subgrade Preparation

Soil subgrades should be inspected by the Tectonic geotechnical engineer prior to the placement of backfill or concrete. Any soil deemed unsuitable by the Tectonic geotechnical engineer, or areas found to be soft/loose during proofrolling, should be removed and replaced with properly compacted structural fill.

All subgrades, and any surfaces to receive backfill, crushed stone, or concrete, should be proofrolled under the observation of the Tectonic geotechnical engineer. Proofrolling should be performed by making a minimum of four (4) passes in perpendicular directions with a 10-ton static roller in open areas, or a 1.5-ton trench roller where access is confined, to verify that the subgrade is in a firm, stable, and unyielding

W.O. # 12701.WAWARSING Page 8 January 14, 2026 condition. Site soils contain an appreciable amount of fines and preparation of soil subgrades in wet or cold weather will be exceedingly difficult, accordingly. Care should be taken to protect exposed soil subgrades from conditions that may lead to saturation. Proofrolling should not be performed on saturated soils or in areas having freestanding surface water, until they are dewatered and allowed to dry. Proofrolling soils that exceed the optimum moisture content may disturb the soils, resulting in more unfavorable conditions.

11.3 Backfill Materials

The existing native soils were identified to have appreciable amounts of silt (fines) and are therefore not suitable for structural fill to be used around the mat foundation. However, at the contractor’s choosing, these soils may be tested and used as backfill material overlying the mat foundation if 95 percent compaction can be achieved as described below. The existing soils may also be reused in landscape areas.

Imported structural fill, if required as backfill against foundations, should be free of organic material, be tested and approved by the Tectonic geotechnical engineer, and should conform to the following gradation:

Sieve Size Percent Finer by Weight 2 inches 100 ¼ inch 30-70 No. 40 5-40 No. 200 0-10

As previously mentioned, the native soils were found to have relatively high fines contents. These soils should be considered highly susceptible to moisture and disturbance, and construction delays following periods of wet weather or in the spring and winter months should be anticipated. If used for backfilling, the native soils will likely need to be moisture conditioned at or below the optimum moisture content to achieve the project specified compaction. The native soils will likely soften and experience a reduction in load-carrying capacity when exposed to moisture. These soils are also frost susceptible and will experience expansion and contraction during freeze-thaw cycles.

All fill should be compacted to at least 95 percent of the maximum dry density at near optimum moisture contents as determined by ASTM Standard D1557, “Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft

(2,700 kN-m/m

)).” The lift thickness for the fill soils will vary depending on the type of compaction equipment used. Fills should generally be placed in uniform horizontal lifts not exceeding 12 inches in loose thickness in open areas. In confined areas, the loose lift thickness should be reduced to 9 inches or less, and each lift should be compacted with sufficient passes of hand operated vibratory or impact compaction equipment.

A Tectonic geotechnical engineer with appropriate field and laboratory support should approve materials for use as fill and test backfill materials for compliance with the recommended compaction. Each lift of backfill placed at the site should be tested for compaction.

11.4 Protection of Subgrades

Approved subgrades should be protected from the effects of frost, construction traffic, perched groundwater, surface water, and precipitation. The necessary protection should be provided as soon after acceptance as is practicable and should be maintained until the subgrade is covered with concrete or compacted structural fill or crushed stone. It is recommended that temporary surface drainage measures be installed to divert runoff away from the proposed construction limits. As groundwater was not encountered during the subsurface investigation, it is not anticipated that groundwater will be encountered within any excavations. It should be

W.O. # 12701.WAWARSING Page 9 January 14, 2026 noted that groundwater levels fluctuate with rainfall and seasonal changes, and groundwater may occur in a perched condition overlying the fine-grained and dense to very dense soils. Tectonic recommends installing a groundwater observation well within the footprint of the tower foundation if long‑term groundwater measurements are required by the contractor or the design team.

As per our field observations, the on-site soils were observed to contain significant amounts of silt, which make them moisture sensitive. They will readily soften and experience a reduction in load-carrying capacity when exposed to moisture. These soils are also frost susceptible and will experience expansion and contraction during freeze-thaw cycles.

Due to the appreciable amount of fines in the glacial till, maintaining subgrade stabilization during periods of wet weather is a concern. Accordingly, crushed stone may be placed on subgrades after excavation and proofrolling. The crushed stone should be clean ½ to ¾ inch gravel, stone, or recycled concrete, and should not exceed 6 inches in thickness.

11.5 Excavations and Shoring

Temporary excavation slopes, if required, should conform to the latest OSHA standards, including slopes permitted for specified heights and soil conditions encountered. OSHA and other applicable agency requirements pertaining to worker safety should be met during the excavation activities. Site soils should be considered OSHA Type C. Excavations into the native soil should be feasible utilizing standard construction equipment (i.e., hydraulic excavator). Design of excavation support, if required, should conform to the latest OSHA and other applicable agency requirements.

12.0 LIMITATIONS

Our professional services have been performed using that degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical engineers and geologists practicing in this or similar situations. The interpretation of the field data is based on good judgment and experience. However, no matter how qualified the geotechnical engineer or detailed the investigation, subsurface conditions cannot always be predicted beyond the points of actual sampling and testing. No other warranty, expressed or implied, is made as to the professional advice included in this report.

The recommendations contained in this report are for design purposes only. Contractors and others involved in this project are advised to make an independent assessment of the subsurface conditions for the purpose of estimating quantities and scheduling. No warranty, express or implied, is made as to the advice provided in this report.

This report has been prepared for the exclusive use of the client for the specific application to the proposed project detailed in this report. If any changes in the design or location of the proposed monopole tower are planned, the conclusions and recommendations contained in this report shall not be considered valid unless reviewed and verified in writing by Tectonic Engineering Consultants, Geologists & Land Surveyors, D.P.C. It is recommended that Tectonic be retained to provide construction monitoring and inspection services to ensure proper implementation of the recommendations contained herein, which would otherwise limit our professional liability.

W.O. # 12701.WAWARSING Page 10 January 14, 2026

We trust this report will allow you to proceed with design of the proposed foundations.

Sincerely, TECTONIC ENGINEERING CONSULTANTS, GEOLOGISTS & LAND SURVEYORS, D.P.C.

Christopher Burke, Ph.D., P.E. (NY, NJ, PA, FL), P.M.P.

Senior Vice President, Geotechnical

Attachments: Figure 1– Boring, Infiltration, and Soil Resistivity Test Location Plan Boring, Infiltration, and Soil Resistivity Test Logs Corrosivity Test Results

Soil Legend Sheet Laboratory Test Results ASCE 7-16 Seismic Design Parameters

JA\CDF\CBB: "G:\Newburgh\Geotechnical\12700\12701.WAWARSING\Report\12701.WAWARSING.Geo.Report.docx"

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

GW

SM

SM

SM

SM

GM

SM

SM

SM

M

M

M

M

M

M

M

M

M

Bwn-blk c-f GRAVEL, and c-f Sand, trace Silt

(FILL)

Bwn m-f SAND, little Silt, little c-f Gravel

Same

Bwn-blk c-f SAND, little Silt, some c Gravel

Bwn c-f SAND, little Silt

Bwn-gy c-f GRAVEL, little c-f Sand, little Silt

Bwn c-f SAND, little f Gravel, little Silt

Bwn c-f SAND, little Silt, little c-f Gravel

Bwn c-f SAND, little Silt, trace c-f Gravel

See Remarks

INSPECTOR:

DRILLER:

DATUM:

DATE START:

DATE FINISH:

Elise Boucher

Andrew C

NOYES

12/4/25

12/4/25

POWER AUGER:

ROT. DRILL:

CASING:

DIAMOND CORE:

Geoprobe 7822DT Track Mounted Drill Rig with Automatic Hammer

3 7/8"

4" TEMP:

*CHANGES IN STRATA ARE INFERRED

SURFACE ELEVATION:

TO

TO

TO

TO

DATE TIME DEPTH

DEPTH

Not Encountered'

G R

O U

N D

W A

T E

R

X

DIA.

TO

Overcast

MON. WELL

SCREEN DEPTH:

WEATHER:

DEPTH TO ROCK:

40'

6'

METHOD OF ADVANCING BORING

443.0

35° F

Proposed Public Safety Radio Tower – WawarsingPROJECT:

LOCATION:

E

LE

V A

T

IO

N

F T

Napanoch, NY

PROJECT No.

PG Environmental Services

UNCONFINED COMPRESS. STRENGTH

D E

P T

H

F T

LE

N

G T

H (I

N

Ulster County

Surface elevations are estimated based on a topographical survey drawings prepared by Tectonic entitled "Topographic Map - Proposed Tower Site Plan", Sheet: LE-2, Dated 8/14/24.

CONTRACTOR:

STANDARD

PENETRATION (BLOWS/FT.)P

E N

E T

R A

T

IO

N R

E S

IS

T

A N

C E

(B L/

IN

S A

M P

LE

N

U M

B E

R

R Q

D

) U N

IF

IE

D

S O

IL

C

LA

S

S

DESCRIPTION

OF

MATERIAL

PLASTIC

LIMIT %

M O

IS

T

U R

E

SAMPLES

RECOV.

CLIENT:

SHEET No. 1 of 2

438.0

433.0

428.0

423.0

418.0

REMARKS:

12701.Wawarsing BORING No. B-1

LI

T

H O

LO

G

Y

1 2 3 4 5

10 20 30 40 50

10 20 30 40 50

N O

R M

IN

./F

T

(TONS/FT)

WATER

CONTENT %

LIQUID

LIMIT %

B O

R

IN

G L

O G

1.

W A

W A

R S

IN

G

.G P

J T

E C

T O

N

IC

E N

G .G

D T

/1

3/

S-10

S-11

S-12

S-13

SM

SM

SM

SM

M

M

M

M

Bwn c-f SAND, little Silt, little c-f Gravel

Bwn c-f SAND, little Silt, trace c-f Gravel

Same

Same

End of Boring at 42'

Proposed Public Safety Radio Tower – WawarsingPROJECT:

LOCATION:

E

LE

V A

T

IO

N

F T

Napanoch, NY

PROJECT No.

PG Environmental Services

UNCONFINED COMPRESS. STRENGTH

D E

P T

H

F T

LE

N

G T

H (I

N

Ulster County

Surface elevations are estimated based on a topographical survey drawings prepared by Tectonic entitled "Topographic Map - Proposed Tower Site Plan", Sheet: LE-2, Dated 8/14/24.

CONTRACTOR:

STANDARD

PENETRATION (BLOWS/FT.)P

E N

E T

R A

T

IO

N R

E S

IS

T

A N

C E

(B L/

IN

S A

M P

LE

N

U M

B E

R

R Q

D

) U N

IF

IE

D

S O

IL

C

LA

S

S

DESCRIPTION

OF

MATERIAL

PLASTIC

LIMIT %

M O

IS

T

U R

E

SAMPLES

RECOV.

CLIENT:

SHEET No. 2 of 2

413.0

408.0

403.0

398.0

393.0

388.0

REMARKS:

12701.Wawarsing BORING No. B-1

LI

T

H O

LO

G

Y

1 2 3 4 5

10 20 30 40 50

10 20 30 40 50

N O

R M

IN

./F

T

(TONS/FT)

WATER

CONTENT %

LIQUID

LIMIT %

B O

R

IN

G L

O G

1.

W A

W A

R S

IN

G

.G P

J T

E C

T O

N

IC

E N

G .G

D T

/1

S-3

S-4

S-5

S-6

S-7

S-8

SM

SM

SM

SM

SM

SM

SM

SM

M

M

M

M

M

M

M

M

Bwn c-f SAND, little Silt, little c-f Gravel, little organic (FILL)

Bwn-gy-blk c-f SAND, little Silt, some c-f Gravel

Bwn c-f SAND, some c-f Gravel, some Silt

Bwn-gy-blk c-f SAND, little Silt, little c-f Gravel

Bwn-blk c-f SAND, little Silt, trace c-f Gravel

Bwn-blk c-f SAND, little Silt, little c-f Gravel

Bwn-blk-gy c-f SAND, some c-f Gravel, little Silt

Bwn-gy c-f SAND, little c-f Gravel, little Silt

See Remarks

INSPECTOR:

DRILLER:

DATUM:

DATE START:

DATE FINISH:

Elise Boucher

Andrew C

NOYES

12/4/25

12/4/25

POWER AUGER:

ROT. DRILL:

CASING:

DIAMOND CORE:

Geoprobe 7822DT Track Mounted Drill Rig with Automatic Hammer

3 7/8"

4" TEMP:

*CHANGES IN STRATA ARE INFERRED

SURFACE ELEVATION:

TO

TO

TO

TO

DATE TIME DEPTH

DEPTH

41'

G R

O U

N D

W A

T E

R

X

DIA.

TO

Overcast

MON. WELL

SCREEN DEPTH:

WEATHER:

DEPTH TO ROCK:

40'

10'

METHOD OF ADVANCING BORING

443.0

35° F

Proposed Public Safety Radio Tower – WawarsingPROJECT:

LOCATION:

E

LE

V A

T

IO

N

F T

Napanoch, NY

PROJECT No.

PG Environmental Services

UNCONFINED COMPRESS. STRENGTH

D E

P T

H

F T

LE

N

G T

H (I

N

Ulster County

Surface elevations are estimated based on a topographical survey drawings prepared by Tectonic entitled "Topographic Map - Proposed Tower Site Plan", Sheet: LE-2, Dated 8/14/24.

CONTRACTOR:

STANDARD

PENETRATION (BLOWS/FT.)P

E N

E T

R A

T

IO

N R

E S

IS

T

A N

C E

(B L/

IN

S A

M P

LE

N

U M

B E

R

R Q

D

) U N

IF

IE

D

S O

IL

C

LA

S

S

DESCRIPTION

OF

MATERIAL

PLASTIC

LIMIT %

M O

IS

T

U R

E

SAMPLES

RECOV.

CLIENT:

SHEET No. 1 of 2

438.0

433.0

428.0

423.0

418.0

REMARKS:

12701.Wawarsing BORING No. B-2

LI

T

H O

LO

G

Y

1 2 3 4 5

10 20 30 40 50

10 20 30 40 50

N O

R M

IN

./F

T

(TONS/FT)

WATER

CONTENT %

LIQUID

LIMIT %

B O

R

IN

G L

O G

1.

W A

W A

R S

IN

G

.G P

J T

E C

T O

N

IC

E N

G .G

D T

/1

S-9

S-10

S-11

S-12

SM

SM

SM

SM

M

M

M

M

Bwn, lgt-dk gy c-f SAND, and c-f Gravel, little Silt

Bwn-dk gy c-f SAND, little c-f Gravel, little Silt

Bwn c-f SAND, little Silt, trace f Gravel

Bwn-gy-lgt gn c-f SAND, some c-f Gravel, little Silt

End of Boring at 42'

Proposed Public Safety Radio Tower – WawarsingPROJECT:

LOCATION:

E

LE

V A

T

IO

N

F T

Napanoch, NY

PROJECT No.

PG Environmental Services

UNCONFINED COMPRESS. STRENGTH

D E

P T

H

F T

LE

N

G T

H (I

N

Ulster County

Surface elevations are estimated based on a topographical survey drawings prepared by Tectonic entitled "Topographic Map - Proposed Tower Site Plan", Sheet: LE-2, Dated 8/14/24.

CONTRACTOR:

STANDARD

PENETRATION (BLOWS/FT.)P

E N

E T

R A

T

IO

N R

E S

IS

T

A N

C E

(B L/

IN

S A

M P

LE

N

U M

B E

R

R Q

D

) U N

IF

IE

D

S O

IL

C

LA

S

S

DESCRIPTION

OF

MATERIAL

PLASTIC

LIMIT %

M O

IS

T

U R

E

SAMPLES

RECOV.

CLIENT:

SHEET No. 2 of 2

413.0

408.0

403.0

398.0

393.0

388.0

REMARKS:

12701.Wawarsing BORING No. B-2

LI

T

H O

LO

G

Y

1 2 3 4 5

10 20 30 40 50

10 20 30 40 50

N O

R M

IN

./F

T

(TONS/FT)

WATER

CONTENT %

LIQUID

LIMIT %

B O

R

IN

G L

O G

1.

W A

W A

R S

IN

G

.G P

J T

E C

T O

N

IC

E N

G .G

D T

/1

3/

S-3

S-4

S-5

S-6

S-7

S-8

SM

SM

SM

SM

SP

SM

SM

SM

M

M

M

M

M

M

M

M

Bwn-gy c-f SAND, and c-f Gravel, little Silt

(FILL)

Bwn-gy c-f SAND, some c-f Gravel, little Silt

(FILL)

Bwn c-f SAND, some c-f Gravel, little Silt

Bwn c-f SAND, some c-f Gravel, little Silt

Bwn c-f SAND, little c-f Gravel, trace Silt

Bwn c-f SAND, some c-f Gravel, little Silt

Same

Bwn c-f SAND, some Silt, little c-f Gravel

End of Boring at 22'

See Remarks

INSPECTOR:

DRILLER:

DATUM:

DATE START:

DATE FINISH:

Carly Chardavoyne

Andrew C

NOYES

12/5/25

12/5/25

POWER AUGER:

ROT. DRILL:

CASING:

DIAMOND CORE:

Geoprobe 7822DT Track Mounted Drill Rig with Automatic Hammer

3 7/8"

4" TEMP:

*CHANGES IN STRATA ARE INFERRED

SURFACE ELEVATION:

TO

TO

TO

TO

DATE TIME DEPTH

DEPTH

Not Encountered'

G R

O U

N D

W A

T E

R

X

DIA.

TO

Clear

MON. WELL

SCREEN DEPTH:

WEATHER:

DEPTH TO ROCK:

20'

10'

METHOD OF ADVANCING BORING

447.0

20° F

Proposed Public Safety Radio Tower – WawarsingPROJECT:

LOCATION:

E

LE

V A

T

IO

N

F T

Napanoch, NY

PROJECT No.

PG Environmental Services

UNCONFINED COMPRESS. STRENGTH

D E

P T

H

F T

LE

N

G T

H (I

N

Ulster County

Surface elevations are estimated based on a topographical survey drawings prepared by Tectonic entitled "Topographic Map - Proposed Tower Site Plan", Sheet: LE-2, Dated 8/14/24.

CONTRACTOR:

STANDARD

PENETRATION (BLOWS/FT.)P

E N

E T

R A

T

IO

N R

E S

IS

T

A N

C E

(B L/

IN

S A

M P

LE

N

U M

B E

R

R Q

D

) U N

IF

IE

D

S O

IL

C

LA

S

S

DESCRIPTION

OF

MATERIAL

PLASTIC

LIMIT %

M O

IS

T

U R

E

SAMPLES

RECOV.

CLIENT:

SHEET No. 1 of 1

442.0

437.0

432.0

427.0

422.0

REMARKS:

12701.Wawarsing BORING No. B-3

LI

T

H O

LO

G

Y

1 2 3 4 5

10 20 30 40 50

10 20 30 40 50

N O

R M

IN

./F

T

(TONS/FT)

WATER

CONTENT %

LIQUID

LIMIT %

B O

R

IN

G L

O G

1.

W A

W A

R S

IN

G

.G P

J T

E C

T O

N

IC

E N

G .G

D T

/1

3/

S-3

S-4

S-5

S-6

S-7

S-8

ML

ML

ML

ML

SM

SM

SM

SM

M

M

M

M

M

M

M

M

Dk-bwn-gy c-f SAND, and c-f Gravel, little Silt

(FILL)

Bwn-or SILT, and m-f Sand, trace f Gravel

Bwn-or SILT, and m-f Sand, trace f Gravel

Same

Bwn c-f SAND, some Silt, little c-f Gravel

Same

Bwn c-f SAND, some Silt, trace c-f Gravel

Bwn-gy c-f SAND, some c-f Gravel, little Silt

End of Boring at 22'

See Remarks

INSPECTOR:

DRILLER:

DATUM:

DATE START:

DATE FINISH:

Carly Chardavoyne

Andrew C

NOYES

12/5/25

12/5/25

POWER AUGER:

ROT. DRILL:

CASING:

DIAMOND CORE:

Geoprobe 7822DT Track Mounted Drill Rig with Automatic Hammer

3 7/8"

4" TEMP:

*CHANGES IN STRATA ARE INFERRED

SURFACE ELEVATION:

TO

TO

TO

TO

DATE TIME DEPTH

DEPTH

Not Encountered'

G R

O U

N D

W A

T E

R

X

DIA.

TO

Clear

MON. WELL

SCREEN DEPTH:

WEATHER:

DEPTH TO ROCK:

20'

10'

METHOD OF ADVANCING BORING

438.0

20° F

Proposed Public Safety Radio Tower – WawarsingPROJECT:

LOCATION:

E

LE

V A

T

IO

N

F T

Napanoch, NY

PROJECT No.

PG Environmental Services

UNCONFINED COMPRESS. STRENGTH

D E

P T

H

F T

LE

N

G T

H (I

N

Ulster County

Surface elevations are estimated based on a topographical survey drawings prepared by Tectonic entitled "Topographic Map - Proposed Tower Site Plan", Sheet: LE-2, Dated 8/14/24.

CONTRACTOR:

STANDARD

PENETRATION (BLOWS/FT.)P

E N

E T

R A

T

IO

N R

E S

IS

T

A N

C E

(B L/

IN

S A

M P

LE

N

U M

B E

R

R Q

D

) U N

IF

IE

D

S O

IL

C

LA

S

S

DESCRIPTION

OF

MATERIAL

PLASTIC

LIMIT %

M O

IS

T

U R

E

SAMPLES

RECOV.

CLIENT:

SHEET No. 1 of 1

433.0

428.0

423.0

418.0

413.0

REMARKS:

12701.Wawarsing BORING No. B-4

LI

T

H O

LO

G

Y

1 2 3 4 5

10 20 30 40 50

10 20 30 40 50

N O

R M

IN

./F

T

(TONS/FT)

WATER

CONTENT %

LIQUID

LIMIT %

B O

R

IN

G L

O G

1.

W A

W A

R S

IN

G

.G P

J T

E C

T O

N

IC

E N

G .G

D T

/1

3/

COARSE GRAINED SOIL

TERM

coarse - c No. 4 Sieve to No. 10 Sieve medium - m No. 10 40 Sieve fine - f No, 40 200 Sieve

COBBLES BOULDERS 10" +

FINE GRAINED SOIL

PLASTICITY INDEX

DESCRIPTIVE TERM

trace little some and

COLOR

Blue - blue Gy - gray Wh - white

Blk - black Or - orange Yl - yellow

Bwn - brown Rd - red Lgt - light

Gn - green Tn - tan Dk - dark

SAMPLE NOTATION

S - Split Spoon Soil Sample WOC - Weight of Casing

U - Undisturbed Tube Sample WOR - Weight of Rods

C - Core Sample WOH - Weight of Hammer

B - Bulk Soil Sample PPR - Compressive Strength based on

NR - No Recovery of Sample Pocket Penetrometer

TV - Shear Strength (tsf) based on Torvane

ADDITIONAL CLASSIFICATIONS

PROPORTIONS OF COMPONENT

10 - 20

20 - 35

35 - 50

11 - 20

21 - 40 greater than 40 high very high none

PLASTICITY

slight low

0 - 1

2 - 5

6 - 10

Clay

The primary component is fully capitalized if >50% of sample

1 - 10

PROPORTION

PERCENT OF SAMPLE WEIGHT

medium

Silt

Clayey Silt

Silt & Clay

(Finer than No. 200 Sieve)

DESCRIPTION

New York City Building Code soil classifications are given in parentheses at the end of each description of material, Clay & Silt

Silty Clay coarse to fine, c-f

Less than 10% coarse to medium

Less than 10% medium and fine

GRADATION DESIGNATIONS

if applicable. See sections 1804.2 of the 2008 Building Code for further details.

All greater than 10% medium, m coarse, c coarse to medium, c-m

3" to 10"

3" to 3/4"

3/4" to 3/16"

Less than 10% coarse

Less than 10% coarse and fine

Less than 10% fine fine, f medium to fine, m-f

Sieve to No.

Sieve to No.

LEGEND FOR SOIL DESCRIPTION

DESCRIPTIVE TERM & GRAIN SIZE

GRAVELSAND

(Coarser then No. 200 Sieve)

1279 Route 300

Newburgh, NY 12550

(845) 567-6656

W.O. No.: Lot No.: Date:

Client:

Project:

Project Engineer:

Inspector:

Infiltration Test Location: (see reverse)

Weather Conditions: 20

TEST TEST TEST STABLE

HOLE HOLE HOLE RATE

No. DEPTH DIA. (in/hr)

INF-1 4' 4" 2"

TIME

TIME

(To Be Completed On Back of Sheet)

Indicate North Indicate Nearest Roadway

Indicate Property Lines Indicate Off-Sets from 2 Adjacent Property Lines

Proposed Public Safety Radio Tower – Wawarsing

Joseph Alvarez

Carly Chardavoyne

Overcast Temperature:

INFILTRATION TEST DATA

12701.Wawarsing 12/5/2025

Ulster County

INFILTRATION TEST RUNS

Drop in water levels (inches) at 1-hour intervals

2' 11" 1.5" 2" 1" 2"

9:25:00 10:25:00 11:25:00 12:25:00 1:25:00

COMMENTS:

COMMENTS:

Sketch Requirements

W.O.#: 12701.WAWARSING PAGE 1 OF 4

CLIENT: DATE:

CONTRACTOR:

4.9

6.3

7.98

3.04

0.85

0.52

Topography:

Remarks:

ADDITIONAL NOTES:

SOIL RESISTIVITY

DATA SHEET

PROJECT: Wawarsing, NY

LOCATION: Wawarsing, NY

Ulster County 12/5/2025 INSPECTOR: Carly Chardwayne

Tectonic Weather / Temp. (F): 20° F SURFACE ELEVATION: Varies

LOCATION OF TEST: Test 1 DATUM: USGS Mapping

2 2" 2421

EQUIPMENT: AEMC Instruments Model 6472 Digital Ground Resistance Tester

Electrode Spacing

"a" (ft) Resistance (ꭥ)

Electrode Depth (in)

[Max = a"/20"] Resistivity (ꭥ*cm)

1 0.5" 931

8 4" 1302

4 2" 6113

6 3" 3493

Orientation of leads: East to West

16 8" 1593

Level gravel road

See Boring and Soil Resistivity Test Location Plan for further information.

Wenner Four Point method

W.O.#: 12701.WAWARSING PAGE 2 OF 4

CONTRACTOR:

4.6

6.3

3.4

7.31

2.42

0.57

Topography:

Remarks:

ADDITIONAL NOTES:

Wenner Four Point method

Level gravel road

See Boring and Soil Resistivity Test Location Plan for further information.

Orientation of leads: North to South

25 10" 2729

8 4" 3708

4 2" 2605

6 3" 8400

2 2" 2394

EQUIPMENT: AEMC Instruments Model 6472 Digital Ground Resistance Tester

Electrode Spacing

"a" (ft) Resistance (ꭥ)

Electrode Depth (in)

[Max = a"/20"] Resistivity (ꭥ*cm)

1 0.5" 875

Tectonic Weather / Temp. (F): 20° F SURFACE ELEVATION: Varies

LOCATION OF TEST: Test 2 DATUM: USGS Mapping

SOIL RESISTIVITY

DATA SHEET

PROJECT: Wawarsing, NY

LOCATION: Wawarsing, NY

Ulster County 12/5/2025 INSPECTOR: Carly Chardwayne

W.O.#: 12701.WAWARSING PAGE 3 OF 4

CONTRACTOR:

14.90

18.80

10.10

7.68

6.34

5.20

4.30

4.11

3.86

Topography:

Remarks:

ADDITIONAL NOTES:

Tectonic Weather / Temp. (F): 40° F SURFACE ELEVATION: Varies

LOCATION OF TEST: Test 3 DATUM: USGS Mapping

SOIL RESISTIVITY

DATA SHEET

PROJECT: Wawarsing, NY

LOCATION: Wawarsing, NY

Ulster County 1/5/2026 INSPECTOR: Connor McCleary

10 6" 36004

EQUIPMENT: AEMC Instruments Model 6472 Digital Ground Resistance Tester

Electrode Spacing

"a" (ft) Resistance (ꭥ)

Electrode Depth (in)

[Max = a"/20"] Resistivity (ꭥ*cm)

5 3" 14268

30 12" 36425

15 8" 29014

20 10" 29416

40 12" 39834

60 12" 49410

Level gravel road (North to South)

Wenner Four Point method

100 12" 73923

80 12" 62969

W.O.#: 12701.WAWARSING PAGE 4 OF 4

CONTRACTOR:

15.50

12.30

8.15

5.92

5.02

4.10

Topography:

Remarks:

ADDITIONAL NOTES:

SOIL RESISTIVITY

DATA SHEET

PROJECT: Wawarsing, NY

LOCATION: Wawarsing, NY

Ulster County 1/5/2026 INSPECTOR: Connor McCleary

EQUIPMENT: AEMC Instruments Model 6472 Digital Ground Resistance Tester

Electrode Spacing

"a" (ft) Resistance (ꭥ)

Electrode Depth (in)

[Max = a"/20"] Resistivity (ꭥ*cm)

Tectonic Weather / Temp. (F): 40° F SURFACE ELEVATION: Varies

LOCATION OF TEST: Test 4 DATUM: USGS Mapping

15 8" 23412

5 3" 14842

10 6" 23556

40 12" 31408

20 10" 22675

30 12" 28842

100 - -

60 - -

80 - -

Level gravel road (East to West)

Wenner Four Point method

CU97430

Friday, December 19, 2025

Sample ID#s:

Attn: Denise Vesely Tectonic Engineering 70 Pleasant Hill Road Mountainville, NY 10953

SDG ID: GCU97430

Project ID: 12701.WAWARSING

Sincerely yours, Laboratory Director Phyllis Shiller

The contents of this report cannot be discussed with anyone other than the client listed above without their written consent.

NELAC - #NY11301

CT Lab Registration #PH-0618 MA Lab Registration #M-CT007 ME Lab Registration #CT-007 NH Lab Registration #213693-A,B

NJ Lab Registration #CT-003 NY Lab Registration #11301 PA Lab Registration #68-03530 RI Lab Registration #63 VT Lab Registration #VT11301

This laboratory is in compliance with the NELAC requirements of procedures used except where indicated.

This report contains results for the parameters tested, under the sampling conditions described on the Chain Of Custody, as received by the laboratory. This report is incomplete unless all pages indicated in the pagination at the bottom of the page are included.

A scanned version of the COC form accompanies the analytical report and is an exact duplicate of the original.

All soils, solids and sludges are reported on a dry weight basis unless otherwise noted in the sample comments.

587 East Middle Turnpike, P.O. Box 370, Manchester, CT 06040

Sample Id Cross Reference December 19, 2025

587 East Middle Turnpike, P.O.Box 370, Manchester, CT 06045 Tel. (860) 645-1102 Fax (860) 645-0823

Environmental Laboratories, Inc.

SDG I.D.: GCU97430

Client Id Lab Id Matrix

Project ID: 12701.WAWARSING

Col Date

COMPOSITE 1 (SAND) CU97430 SOIL 12/04/25 12:00

Sample Information Custody Information Matrix:

Location Code:

Rush Request:

P.O.#:

Collected by:

Received by:

Analyzed by:

SOIL

TECTONIC

Standard

12/04/25

SR1

see "By" below

Laboratory Data

COMPOSITE 1 (SAND)

Phoenix ID: CU97430

12/17/25 12:00 13:14

Parameter Result

RL/

PQL Units Date/Time By Reference

FOR: Attn: Denise Vesely Tectonic Engineering 70 Pleasant Hill Road Mountainville, NY 10953

Analysis Report December 19, 2025

Date Time

SDG ID: GCU97430

Client ID:

Project ID: 12701.WAWARSING

Dilution

587 East Middle Turnpike, P.O.Box 370, Manchester, CT 06045 Tel. (860) 645-1102

Environmental Laboratories, Inc.

91Percent Solid 12/17/25 CV SW846-%Solid% 235Chloride 55 12/18/25 DD/GD SW9056Amg/kg 10 9.70pH at 22C - Soil 1.00 12/18/25 00:11 KG SW846 9045DpH Units 1 < 55Sulfate 55 12/18/25 DD/GD SW9056Amg/kg 10

Comments:

The regulatory hold time for pH is immediately. This pH was performed in the laboratory and may be considered outside of hold-time.

All soils, solids and sludges are reported on a dry weight basis unless otherwise noted in the sample comments.

Phyllis Shiller, Laboratory Director December 19, 2025

If you are the client above and have any questions concerning this testing, please do not hesitate to contact Phoenix Client Services at ext.200.

The contents of this report cannot be discussed with anyone other than the client listed above without their written consent.

Reviewed and Released by: Anil Makol, Project Manager

RL/PQL=Reporting/Practical Quantitation Level (Equivalent to NELAC LOQ, Limit of Quantitation) ND=Not Detected at RL/PQL BRL=Below Reporting Level L=Biased Low

Ver 1

QA/QC Data

Parameter Blk Blank RL

MS

MSD

MS

RPD

QA/QC Report December 19, 2025

587 East Middle Turnpike, P.O.Box 370, Manchester, CT 06045 Tel. (860) 645-1102

Environmental Laboratories, Inc.

SDG I.D.: GCU97430

LCS

Dup

RPD

LCSD

LCS

RPD

Rec

Limits

RPD

Limits Sample Result

Dup Result

QA/QC Batch 819367 (PH), QC Sample No: CU96121 (CU97430) pH 1000 85 - 115 2011.0 11.0

QA/QC Batch 819474 (mg/L), QC Sample No: CU98068 (CU97430) Chloride 95.7BRL 93.0NC 90 - 110 2026.3 24.05.0 Sulfate 95.0BRL 91.1NC 90 - 110 209.7 9.05.0

MS

Phyllis Shiller, Laboratory Director

If there are any questions regarding this data, please call Phoenix Client Services at extension 200.

December 19, 2025

MS Dup

RPD

LCS

LCSD

NC

Intf

Matrix Spike Matrix Spike Duplicate

Relative Percent Difference Laboratory Control Sample Laboratory Control Sample Duplicate

No Criteria Interference

(ISO) Isotope Dilution-

Sample Criteria Exceedances ReportFriday, December 19, 2025

Acode Phoenix Analyte CriteriaResult RLSampNo Analysis

UnitsCriteria

GCU97430 - TECTONICCriteria: None

RL

Criteria

State: NY

#Type!*** No Data to Display ***

Phoenix Laboratories does not assume responsibility for the data contained in this exceedance report. It is provided as an additional tool to identify requested criteria exceedences. All efforts are made to ensure the accuracy of the data (obtained from appropriate agencies). A lack of exceedence information does not necessarily suggest conformance to the criteria. It is ultimately the site professional's responsibility to determine appropriate compliance.

Analysis Comments

587 East Middle Turnpike, P.O.Box 370, Manchester, CT 06045 Tel. (860) 645-1102 Fax (860) 645-0823

Environmental Laboratories, Inc.

SDG I.D.: GCU97430

The following analysis comments are made regarding exceptions to criteria not already noted in the Analysis Report or QA/QC Report: None.

NY Temperature Narration

587 East Middle Turnpike, P.O.Box 370, Manchester, CT 06045 Tel. (860) 645-1102 Fax (860) 645-0823

Environmental Laboratories, Inc.

SDG I.D.: GCU97430

The samples in this delivery group were received at 12.9°C.

(Note acceptance criteria for relevant matrices is above freezing up to 6°C)

0.0010.010.1110100

Bwn m-f SAND, little Silt, little c-f Gravel

Bwn c-f SAND, little f Gravel, little Silt

Bwn c-f Sand, some c-f Gravel, some Silt

Bwn-Or SILT, and m-f Sand, trace f Gravel

10 14

Boring

Boring

Boring

Boring

HYDROMETER

40 200

Classification

37.5

9.5

37.5

9.5

17.8

15.3

22.8

52.9 coarse

0.698

1.202

1.276

0.129

0.201

0.219

0.162 coarse

GRAIN SIZE DISTRIBUTION

B-1

B-1

B-2

B-4

B-1

B-1

B-2

B-4

2.0

12.0

4.0

2.0

S-2

S-7

S-3

S-2

SAND

COBBLES

medium

6 2 fine

1/2 20 fine

69.6

66.0

48.1

40.4

12.6

18.7

29.1

6.6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

LL PL PI Cc CuSample Identification WC%

Source of MaterialSample Identification %ClayD100 D60 D30 D10 %Gravel %Sand

3/4

SILT OR CLAY

4 60

U.S. SIEVE NUMBERS

33/8 5030

GRAVEL

%Silt %Clay%Clay

8.8

14.8

9.6

11.5

2.0

12.0

4.0

2.0

3 81.5

U.S. SIEVE OPENING IN INCHES

GRAIN SIZE IN MILLIMETERS

S-2

S-7

S-3

S-2

Project No: 12701.Wawarsing Date: 1/9/26

Project: Wawarsing

Location: Napanoch, NY

280 Little Britain Road, Bldg.2 Newburgh, NY 12550 Telephone: (845) 563-9081 Fax: (845) 563-9085

G R

A

IN

S

IZ

E D

IS

T

R

IB

U T

IO

N

.W

A W

A R

S

IN

G .G

P J

T E

C T

O N

IC

E

N G

.G D

T

/9 /2

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 41.755266

Risk Category: III Longitude: -74.364831

Soil Class: D - Stiff Soil Elevation: 442.7073963287097 ft

(NAVD 88)

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SS : 0.17

S1 : 0.052

Fa : 1.6

Fv : 2.4

SMS : 0.272

SM1 : 0.125

SDS : 0.181

SD1 : 0.083

TL : 6

PGA : 0.091

PGA M : 0.146

FPGA : 1.6

Ie : 1.25

Cv : 0.7

Seismic Design Category: B Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

D - Stiff SoilSite Soil Class:

Results:

Data Accessed: Fri Dec 26 2025

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 3https://ascehazardtool.org/ Fri Dec 26 2025

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein.