D012025 Not Part of Contract Documents.pdf

Hudson River-Black River Regulating District

OLD FORGE DAM

Geotechnical Data Report

September 2021

This document is intended only for the use of the individual or entity for which it was prepared and may contain information that is privileged, confidential and exempt from disclosure under applicable law. Any dissemination, distribution or copying of this document is strictly prohibited.

www.arcadis.com Old Forge Geotechnical Report.docx i

OLD FORGE DAM

Geotechnical Data Report

September 2021

Prepared By: Prepared For:

Arcadis of New York, Inc. Robert S. Foltan, PE

855 Route 146, Suite 210 Chief Engineer

Clifton Park Hudson River-Black River Regulating District

New York 12065 350 Norther Blvd, Suite 307

Phone: 518 250 7300 Albany, NY 12204

Fax: 518 371 2757

Our Ref:

30001381

Eric Lonzarotta, PE

Senior Project Engineer

[Signature 2 Name]

[Title]

[Signature 3 Name]

[Title] www.arcadis.com

Old Forge Geotechnical Report.docx ii

Contents Acronyms and Abbreviations ................................................................................................................................ iii

1 INTRODUCTION AND BACKGROUND

1.1 General

1.2 Background

2 SUBSURFACE INVESTIGATION AND SITE GEOLOGY

2.1 Geologic Setting

2.2 Subsurface Conditions

2.2.1 Geotechnical Investigation

2.2.2 Borings

General

Drilling Procedures

Concrete Cores

Soil Sampling Procedures

2.2.3 Generalized Stratigraphy

Figures Figure 1-1 Location of Old Forge Dam

Figure 2-1 Boring Location Plan

Appendices

Appendix A - Boring Logs

Appendix B - Laboratory Reports

Old Forge Geotechnical Report.docx iii

Acronyms and Abbreviations ASTM American Society for Testing and Materials

ATV All-Terrain Vehicle

EA Engineering Assessment

HRBRRD Hudson River-Black River Regulatory District

NYSDEC New York State Department of Environmental Conservation

OD Outer Diameter

RQD Rock Quality Designation

SPT Standard Penetration Test

USCS Unified Soil Classification System

Old Forge Geotechnical Report.docx 1

1 INTRODUCTION AND BACKGROUND

1.1 General

Arcadis of New York, Inc (Arcadis) has prepared this Geotechnical Data Report for the Old Forge Dam to supplement the existing geotechnical information and fill information gaps identified as part of the initial data review for the site. This work was prepared in general accordance with our authorized scope of work under our

September 25, 2017 proposal and describes the findings of the geotechnical investigation. This Geotechnical

Report includes:

A summary of the site background, A description of the geotechnical investigation conducted between July 8, 2019, and July 10, 2019, The completed boring logs; and

The soil test results.

1.2 Background

The Old Forge Dam, owned and operated by the Hudson River-Black River Regulatory District (HRBRRD), is a spillway section structure located in the Old Forge hamlet in the Town of Webb, NY at the western edge of First

Lake. The dam impounds First through Fifth Lakes, which are part of the Fulton Chain of Lakes which discharge into the middle branch of Moose River. Refer to Figure 1-1 for a location map of the dam.

The purpose of the dam is primarily for river regulation and recreation. Old Forge Dam was reportedly built as a timber crib dam in 1881 and replaced with a concrete dam in 1905. The dam has received several upgrades and repairs during its lifetime with the most recent in 1953, when the concrete ogee spillway was repaired. The 1953 engineering design drawings indicate that the concrete Old Forge Dam is founded on rock. The dam is presently equipped with an ogee shaped spillway and two operational low-level outlets.

The dam is classified as a Hazard Class B dam. A Class B dam is of intermediate hazard, the failure of the dam would likely cause flooding and damage to residential properties and interrupt utility operations but would likely not result in loss of life.

2 SUBSURFACE INVESTIGATION AND SITE

GEOLOGY

2.1 Geologic Setting

Old Forge Dam is located within the Central Highland portion of the Greenville Physiographic Province. The rocks that make up this area are Middle Proterozoic age, metamorphosed basement rocks that have been uplifted and had the overlying sedimentary rock eroded away. The region is characterized by long, straight valleys running in a

Old Forge Geotechnical Report.docx 2 roughly north-northeast direction, gently curved ridges and valleys, and radial drainage patterns. The bedrock has been folded and sheared and has an abundance of joints.

The dam is located at a boundary between two geologic units, however, appears to lay within an intrusion of a geologic unit consisting of biotite and hornblende granitic gneiss commonly with leucogranitic gneiss, biotite-quartz-plagioclase gneiss, other meta sedimentary rocks, amphibolite, and migmatite. West of the dam is a geologic contact with a geologic region consisting of undivided metasedimentary and related rocks. Due to the proximity of the dam to both geologic units and the similarity between the rock types, the geologic unit of bedrock at the dam cannot be definitively determined via mapping.

Geologic mapping shows the dam is situated in an area of glacial outwash sand and gravel that comprises coarse to fine gravel with sand, with variable thickness, resulting from proglacial fluvial deposition. This material tends to be well rounded, stratified, and permeable. Immediately surrounding the area is mapped Adirondack till, which is rich with sand and metamorphic in origin.

2.2 Subsurface Conditions

2.2.1 Geotechnical Investigation

Between July 8, 2019, and July 10, 2019, Arcadis observed a geotechnical investigation completed under the direction of the HRBRRD, that consisted of advancing geotechnical borings at two locations and collecting concrete cores at three locations. Boring B-1 was located in the right upstream abutment, immediately upstream of the dam. Boring B-2 was located in the left abutment, immediately downstream of the concrete wall. Concrete

Core C-1 was located in the right concrete cutoff wall. Concrete Core C-2 was located in the downstream concrete apron, and Concrete Core C-3 was located in the left concrete cutoff wall. Borings and cores were performed by Aztech Technologies, Inc., (Aztech), based in Ballston Spa, New York. Boring and core locations were established and staked out by Arcadis staff prior to the geotechnical investigation and the locations were surveyed following completion of the field work. An ATV-mounted drill rig was used to access the boring locations on and around the dam. The advancement and sampling of the borings and collection of concrete cores were performed by Aztech under continuous inspection by Arcadis. The representative on-site for Arcadis maintained written records of each boring and recorded the daily progress of site activities. Final boring logs and laboratory test results are included in Appendices A and B of this report, respectively.

2.2.2 Borings

General

The locations where the soil borings were advanced and where the concrete cores were collected are shown on

Figure 2-1. The borings were designated as Borings B-1 and B-2 and the concrete cores were designated C-1, C-2, and C-3. Split-spoon soil samples were recovered from each boring, along with rock core samples to the target depth.

Old Forge Geotechnical Report.docx 3

Drilling Procedures

Borings were advanced using a GeoProbe 7822DT track-mounted combination direct-push drill rig. The drill rig was equipped with a 140-pound, hydraulically operated, automatic hammer. Steel, flush-jointed casing, 3.75-inch inner diameter, was used throughout the entire drilling program and a full head of water was maintained at the top of each borehole throughout the drilling and sampling activities. A tri-cone roller bit was used to clean out the inside of the casing prior to sampling. Data on the drilling procedures used at each boring location are included on the final boring logs.

Rock cores were collected using an NX-size, 5-foot-long double barrel core with a solid inner tube, and a diamond core bit. Once the borehole was cleaned of debris, the core barrel was lowered to the rock surface, the water circulation was started, and the driller began the core barrel rotation. During the coring, the driller maintained uniform downward pressure on the core barrel, while observing the rotation of the core barrel and return wash fluid from the boring. One-foot marks were made on the drill rod to provide reference points during the visual monitoring of the advancement of the core barrel into the bedrock. The time necessary to advance the core barrel over the 5-foot run was recorded and variations in coring difficulty were noted. Downward pressure on the core barrel was lessened when reductions in the rate of return water were noted and the cuttings were flushed until the return water cleared.

When advancement was halted due to excessive downward pressure or lack of core advancement and plugging was suspected, the drill rod was removed from the borehole along with the core barrel, the core barrel was removed from the drill rod, the inner tube of the core barrel was removed, and the recovered rock sample was removed and logged. The core barrel was then reassembled and lowered into the borehole and the remainder of the core completed. The recovered rock samples were placed in individual sections of a wooden core box and logged. The end of the rock core was designated with a wooden block secured to the box and the lid secured in the closed position when transporting or handling the core box.

Concrete Cores

Concrete cores were collected using a concrete core drill, with a 5-1/2 inch diameter, diamond core barrel, fourteen inches in interior length. The core drill was powered using a portable electric generator, which was also used to power a sump pump, which supplied water to the core drill to cool the core barrel and flush the void space around the concrete core. The area to be cored, was wetted, which allowed the core drill’s suction pump better suction against the concrete and allow for down pressure to be applied for coring. The water flow was started prior to the start of coring to keep the bit cool and clean. At the completion of coring the completed core was removed from the location, marked with identification and orientation, and placed in a container for transportation back to Aztech’s lab for testing. The following tests were performed:

Two (2) Unconfined Compression Strength Determinations in accordance with ASTM C-42.

The results of these tests can be found in Appendix B.

Soil Sampling Procedures

Representative split-spoon soil samples were collected, and the blow counts recorded in accordance with ASTM

D 1586 to determine the Standard Penetration Test (SPT) resistance (N-value). The number of blows required to drive a standard 2-inch outside diameter (O.D.) split-spoon sampler with a 140-pound hammer falling freely 30-

Old Forge Geotechnical Report.docx 4 inches is recorded for each 6-inch increment of the length driven. The sum of the second and third increments is taken as the N-value blows per foot. In general split-spoon samples were taken continuously to refusal on bedrock. Sample jars were provided by Aztech and transported and stored at Aztech’s office in Schuylerville, New York. Soil samples were field classified according to the Unified Soil Classification System (USCS) using ASTM D 2487 and ASTM D 2488. Individual soil sample descriptions (based on both laboratory and field visual classifications) are provided on the final boring logs in Appendix A. Laboratory Test Results on representative soil samples, obtained during the geotechnical investigation, were selected for laboratory testing by Arcadis. The following tests were performed:

Two (2) Moisture Content Determinations in accordance with ASTM D 2216 and

Two (2) Grain Size Analyses (mechanical without hydrometer) in accordance with ASTM D 6913.

The results of these tests can be found in Appendix B. The final laboratory test report for the tests performed by Aztech was received by Arcadis on August 10, 2020.

2.2.3 Generalized Stratigraphy

Based on field observations, the boring logs, and geotechnical laboratory test results, the soils immediately around the dam are Poorly-Graded Sands with some gravels and fines which typically have USCS Group Symbol SP. The soil layer is likely reworked or native glacial outwash material that overlies the bedrock. The thickness of this soil layer will vary around the dam due to past regrading and deposition. The underlying bedrock is a light gray, granitic gneiss, with fracture angles between horizontal and vertical. The boring logs do not show a notable increase in rock core recovery or Rock Quality Designation (RQD) with depth, suggesting that the explored portion of the bedrock has a consistent structure.

3 LIMITATIONS

Arcadis’ professional services have been performed using the degree and standard of care and skill ordinarily exercised under similar circumstances by reputable civil engineers, geotechnical engineers and geologists practicing in this or similar situations. The data, information, and records presented in the appendices should not be separated from the body of this report as they form the basis for our recommendations and conclusions.

The basis for the information and analyses provided in this Geotechnical Data Report are based upon Site visits, a review of available historic documents pertaining to Old Forge Dam, Site investigations and Topographic surveys performed to supplment available information, and documents that were obtained from the District and NYSDEC. In the event that additional historic documents are discovered and/or changes or additions to the information provided in this Geotechnical Data Report are discovered, the information should be brought to the attention of the District and Arcadis so that appropriate changes can be made.

Figures

Old Forge Geotechnical Report.docx 1

FIGURE

LOCATION OF OLD FORGE DAM

1-1

OLD FORGE DAM GEOTECHNICAL DATA

REPORT

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HUDSON RIVER BLACK RIVER REGULATING DISTRICT

GEOTECHNICAL DATA REPORT

30001381

OLD FORGE DAM

BORING LOCATION PLAN

SCALE: AS NOTED

SEPTEMBER 2021

FIGURE 2-1

Design&Consultancy for natural and built assets

APPROXIMATE LOCATION OF

BORING B-1

APPROXIMATE LOCATION OF

BORING B-2

APPROXIMATE LOCATION OF

CONCRETE CORE C-3

APPROXIMATE LOCATION OF

CONCRETE CORE C-1

APPROXIMATE LOCATION OF

CONCRETE CORE C-2

OLD FORGE SPILLWAY

Appendix A

Old Forge Geotechnical Report.docx A

Boring Logs

Boring Log:

Total Drilled Depth:

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

Geologist:

D e p th

F e e t)

S a m p le

I D

S a m p le

In te rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

H e a d sp a ce

P

ID

p p m

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

20.38'

NA

NA

7/9/2019

7/9/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

NX-1

NX-2

NX-2

0' - 2'

2' - 4'

4' - 6'

5.38'-10.38'

10.38'-15.38'

15.38-20.38'

12"

16"

24"

55" (91%)

60" (100%)

59" (98%)

WOH-1-2-1

2-3-12-15

12-50/0.3

NA

NA

NA

NA

Medium SAND, wet.

Medium SAND and GRAVEL, wet.

Fine SAND and medium GRAVEL, wet.

Refusal encountered at 5.38'

Light gray, Granitic Gneiss, some orange oxidation present around fracture areas. Numerous horizontal to high angle fractures.

RQD = 51%

Fractures: 5.75', 5.9', 6.1', 6.6' to 7.0', 7.5', 8.3, 8.6' to 9.0'

Light gray, Granitic Gneiss. Numerous horizontal to high angle fractures.

RQD = 51%

Fractures: 10.6', 10.95', 11.45' to 11.7', 12.5', 13' to 13.4', 13.95', 14.5', 14.7 to 15.1'

Light gray, Granitic Gneiss. Numerous horizontal to vertical fractures.

RQD = 36%

Fractures: 15.38' to 15.9', 16.6' to 17', 17.3' to 17.5', 18.7', 19.6' to 20.2'

None

B-1

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

Geologist:

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

H e a d sp a ce

P

ID

p p m

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

21.20'

NA

NA

7/10/2019

7/10/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

NX-1

NX-2

NX-2

NX-3

0' - 2'

2' - 4'

4' 6.2'

6.2' - 8.9'

8.9' - 14'

14' - 19'

19' - 21.2'

8"

16"

8"

32" (99%)

60" (100%)

60" (100%)

24.6" (93%)

WOH-2-2-2

2-2-1-2

NA

NA

NA

NA

NA

NA

Medium SAND, wet.

Medium SAND and GRAVEL, wet.

Fine SAND and medium GRAVEL, wet.

Refusal encountered at 5.38'

Light gray, Granitic Gneiss, some orange oxidation present around fracture areas. Numerous horizontal to low angle fractures.

RQD = 51%

Fractures: 6.8', 8.0', 8.5'

Light gray, Granitic Gneiss. Numerous horizontal to low angle fractures.

RQD = 72%

Fractures: 9' to 9.4', 10.3', 11.1', 11.9', 12.9'

Light gray, Granitic Gneiss. Numerous horizontal to vertical fractures.

RQD = 51%

Fractures: 14 to 14.8', 15.8', 16.2', 16.9'. 17.2 to 18', 18.2'

Light gray, Granitic Gneiss. Numerous horizontal to high angle fractures.

RQD = 53%

Fractures: 19.3', 20.8', 21'

None

B-2

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

12"

NA

NA

7/10/2019

7/10/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

Core Drill

5.5"

NA

C-1 0' - 1' 12" NA

Light gray concrete, solid, no fractures. - 5.5" diameter core.

Aggregate Diameter Range: 0.062" to 0.375"

Wire mesh at ~3.75"

End Core.

C-1

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

12"

NA

NA

7/10/2019

7/10/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

Core Drill

5.5"

NA

C-1 0' - 1' 10.5" NA

Light gray concrete wiht Granite aggregate, solid, no fractures.

- 5.5" diameter core.

Aggregate Diameter Range: 0.062" to 1.5"

C-2

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

12"

NA

NA

7/10/2019

7/10/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

Core Drill

5.5"

NA

C-1 0' - 1' 11" NA

Light gray concrete, fractured at 3.75", transitions to Granite bedrock. - 5.5" diameter core.

Aggregate Diameter Range: 0.062" to 0.5"

Wire mesh at ~2.5"

Light pink to gray Granitic Gneiss.

End Core

C-3

Appendix B

Old Forge Geotechnical Report.docx B

Laboratory Reports

QCQA Laboratories, Inc.

Schuylerville, NY

8/6/20

B1SS2

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

.75 #4 #10 #40

#100 #200

100.0 82.6 73.5 39.7 16.4

9.4

9.0524 5.9618 0.9679

0.6359 0.2905 0.1357

0.0811 11.93 1.08

Water Content: 19.7 %

Axtech Environmental

Old Forge and Sixth Lake

ST20-071

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Old Forge B-1 Sample Number: SS-2 Depth: 2 - 4' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 17.4 9.1 33.8 30.3 9.4 in in in

½ in in

¾ in

½ in

/8 in

Particle Size Distribution Report

8/6/20

B2SS2

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

.75 #4 #10 #40

#100 #200

100.0 95.4 85.4 79.2 40.4 14.6

9.6 9.2021 4.4054 0.8213

0.5827 0.2993 0.1542

0.0833 9.87 1.31

Water Content: 15.7 %

Axtech Environmental

Old Forge and Sixth Lake

ST20-071

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Old Forge B-2 Sample Number: SS-2 Depth: 2 - 4' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 4.6 10.0 6.2 38.8 30.8 9.6 in in in

½ in in

¾ in

½ in

/8 in

Arcadis. Improving quality of life.

Arcadis of New York., Inc.

855 Route 146, Suite 210

Clifton Park

New York 12056

Phone: 518 250 7300

Fax: 518 371 2757

SIXTH LAKE DAM

Geotechnical Data Report

September 2021

This document is intended only for the use of the individual or entity for which it was prepared and may contain information that is privileged, confidential and exempt from disclosure under applicable law. Any dissemination, distribution or copying of this document is strictly prohibited.

www.arcadis.com Sixth Lake Geotechnical Report.docx i

SIXTH LAKE DAM

Geotechnical Data Report

September 2021

Prepared By: Prepared For:

Arcadis of New York, Inc. Robert S. Foltan, PE

855 Route 146, Suite 210 Chief Engineer

Clifton Park Hudson River-Black River Regulating District

New York 12065 350 Norther Blvd, Suite 307

Phone: 518 250 7300 Albany, NY 12204

Fax: 518 371 2757

Our Ref:

30001381

Mike Kosier, P.E.

Senior Civil Engineer

Eric Lonzarotta, P.E.

Senior Project Engineer

Emily Carlson

Water Engineer

Sixth Lake Geotechnical Report.docx ii

Contents Acronyms and Abbreviations ................................................................................................................................ iii

1 INTRODUCTION AND BACKGROUND

1.1 General

1.2 Background

2 SUBSURFACE INVESTIGATION AND SITE GEOLOGY

2.1 Geologic Setting

2.2 Subsurface Conditions

2.2.1 Geotechnical Investigation

2.2.2 Borings

General

Drilling Procedures

Concrete Core

Soil Sampling Procedures

Piezometers

Seepage Conditions

2.2.3 Generalized Stratigraphy

3 Limitations

Figures Figure 1-1 Location of Sixth Lake Dam

Figure 2-1 Boring and Piezometer Locations

Appendices

Appendix A - Boring Logs

Appendix B - Laboratory Reports

Appendix C - Piezometer Details

Sixth Lake Geotechnical Report.docx iii

Acronyms and Abbreviations ASTM American Society for Testing and Materials

ATV All-Terrain Vehicle

EA Engineering Assessment

HRBRRD Hudson River-Black River Regulatory District

ID Inner Diameter

NYCRR New York State Codes, Rules, and Regulations

NYSDEC New York State Department of Environmental Conservation

OD Outer Diameter

RQD Rock Quality Designation

SPT Standard Penetration Test

USCS Unified Soil Classification System

Sixth Lake Geotechnical Report.docx 1

1 INTRODUCTION AND BACKGROUND

1.1 General

Arcadis of New York, Inc. (Arcadis) has prepared this Geotechnical Data Report for the Sixth Lake Dam to supplement the existing geotechnical information and fill information gaps identified as part of the initial data review for the site. This work was prepared in general accordance with our authorized scope of work under our

September 25, 2017 proposal and describes the findings of the geotechnical investigation. This Geotechnical

Report includes:

A summary of the site background, A description of the geotechnical investigation conducted between July 8, 2019, and July 10, 2019, The completed boring logs; and

The soil test results.

1.2 Background

The Sixth Lake Dam, owned and operated by Hudson River-Black River Regulatory District (HRBRRD), is located in the Town of Inlet, NY at the western edge of Sixth Lake, which is part of the Fulton Chain of Lakes and the middle branch of Moose River. Refer to Figure 1-1 for a location map of the dam. It was originally a timber crib and concrete structure built in 1904 with several upgrades and repairs over its lifespan. The current dam is an earth embankment structure with a gated spillway section. The spillway is an ogee shaped spillway with two low-level outlets which are controlled by sluice gates. It is currently classified as a Hazard Class C dam. A Class C dam is a high hazard dam, the failure of which may result in one or more of the following:

damage to homes, highways, industrial/commercial buildings, railroads, and/or utilities;

environmental damage or contamination;

loss of human life; and widespread economic loss.

2 SUBSURFACE INVESTIGATION AND SITE

GEOLOGY

2.1 Geologic Setting

Sixth Lake Dam is located within the Central Highland portion of the Greenville Physiographic Province. The rocks that make up this area are Middle Proterozoic age, metamorphosed basement rocks that have been uplifted and had the overlying sedimentary rock eroded away. The region is characterized by long, straight valleys running in a roughly north-northeast direction, gently curved ridges and valleys, and radial drainage patterns. The bedrock has been folded and sheared and has an abundance of joints.

Sixth Lake Geotechnical Report.docx 2

The dam is located in a formation consisting of undivided metasedimentary and related rocks, such as gneiss.

Geologic mapping shows the dam situated in an area of Adirondack Till, which is sand rich and metamorphic in origin. The overburden soils have variable permeability, related to compaction, and a variable thickness depending on location, typically between 3 and 150 feet thick.

2.2 Subsurface Conditions

2.2.1 Geotechnical Investigation

Between 7/10/2019 and 7/17/2019, and again between 6/26/20 and /29/2020, Arcadis oversaw a geotechnical investigation that consisted of advancing geotechnical borings at eight locations, collecting rock cores, installing two piezometers, and collecting a concrete core at one location. The concrete core was designated as C-4. The borings were located at the locations shown in Figure 2-1. Aztech Technologies, Inc., (Aztech), based in Ballston

Spa, New York performed the geotechnical drilling services. Boring and core locations were established and staked out by Arcadis staff prior to the geotechnical investigation and the locations were surveyed following completion of the field work. An ATV-mounted drill rig was used to access the boring locations on and around the dam. The advancement and sampling of the borings and collection of concrete cores were performed by Aztech under continuous inspection of Arcadis. The representative on-site for Arcadis maintained written records of each boring and recorded the daily progress of all site activities. Final typed boring logs and laboratory test results are included in Appendices A and B of this report, respectively.

2.2.2 Borings

General

The locations where the soil borings were advanced and where the concrete cores collected are shown on Figure

2-1. The borings were designated as Borings B-1 though B-10 and the concrete cores was designated as C-4.

Split-spoon soil samples were recovered from each boring, along with rock core samples as noted in the boring logs until the target depth was reached.

Drilling Procedures

Borings were advanced using a GeoProbe 7822DT track-mounted combination direct-push drill rig. The drill rig was equipped with a 140-pound, hydraulically operated, automatic hammer. Steel, flush-jointed casing, 3.75-inch inner diameter, was used throughout the entire drilling program and a full head of water was maintained at the top of each borehole throughout the drilling and sampling activities. A tri-cone roller bit was used to clean out the inside of the casing prior to sampling. Data on the drilling procedures used at each boring location are included on the final boring logs.

Rock cores were collected using an NX-size, 5-foot-long double barrel core with a solid inner tube, and a diamond core bit. Once the borehole was cleaned of debris, the core barrel was lowered to the rock surface, the water circulation was begun, and the driller began the core barrel rotation. During the coring, the driller maintained uniform down pressure on the core barrel, while observing the rotation of the core barrel and return wash fluid from the boring. One-foot marks were made on the drill rod to provide reference points during the visual

Sixth Lake Geotechnical Report.docx 3 monitoring of the advancement of the core barrel into the bedrock. The core time necessary to advance the core barrel over the 5-foot run, was recorded and variations in coring difficulty during coring were noted. Down pressure on the core barrel was lessened when reductions in the rate of return water were noted and the cuttings were flushed until the return water cleared.

When advancement was halted due to excessive down pressure or lack of core advancement and plugging was suspected, the drill rod was removed from the borehole along with the core barrel, the core barrel was removed from the drill rod, the inner tube of the core barrel was removed, and the recovered rock sample was removed and logged. The core barrel was then reassembled and lower into the borehole and the remainder of the core completed. The recovered rock samples were placed in individual sections of a wooden core box and logged.

The end of the rock core was designated with a wooden block secured to the box and the lid secured in the closed position when transporting or handling the core box.

Concrete Core

The concrete core was collected using a concrete core drill, with a 5-1/2 inch diameter, diamond core barrel, fourteen inches in interior length. The core drill was powered using a portable electric generator, which was also used to power a sump pump, which supplied water to the core drill to cool the core barrel and flush the void space around the concrete core. The area to be cored, was wetted, which allowed the core drill’s suction pump better suction against the concrete and allow for down pressure to be applied for coring. The water flow was started prior to the start of coring to keep the bit cool and clean. At the completion of coring the completed core was removed from the location, marked with identification and orientation, and placed in a container for transportation back to Aztech’s lab for testing. The following tests were performed:

One (1) Unconfined Compression Strength Determinations in accordance with ASTM C-42.

The results of this tests can be found in Appendix B. The final laboratory test report for the tests performed by

Aztech was received by Arcadis on August 10, 2020.

Soil Sampling Procedures

Representative split-spoon soil samples were collected and the blow counts recorded in accordance with ASTM D

1586 to determine the Standard Penetration Test (SPT) resistance (N-value). The number of blows required to drive a standard 2-inch outside diameter (O.D.) split-spoon sampler with a 140-pound hammer falling freely 30-inches is recorded for each 6-inch increment of the length driven. The sum of the second and third increments is taken as the N-value blows per foot. In general split-spoon samples were taken continuously to refusal on bedrock. Sample jars were provided by Aztech and transported and stored at Aztech’s office in Schuylerville, New

York. Soil samples were field classified according to the Unified Soil Classification System (USCS) using ASTM D

2487 and ASTM D 2488. Individual soil sample descriptions (based on both laboratory and field visual classifications) are provided on the final boring logs in Appendix A. Laboratory Test Results on representative soil samples, obtained during the geotechnical investigation, were selected for laboratory testing by Arcadis. The following tests were performed:

Fifteen (15) Moisture Content Determinations in accordance with ASTM D 2216 and

Fifteen (15) Grain Size Analyses (mechanical without hydrometer) in accordance with ASTM D 6913.

The results of these tests can be found in Appendix B. The final laboratory test report for the tests performed by

Aztech was received by Arcadis on August 10, 2020.

Sixth Lake Geotechnical Report.docx 4

Piezometers

Two new open standpipe-type piezometers were installed and are designated as Piezometers B-4 and B-5 at the approximate locations shown on Figure 2-1. Piezometer construction consisted of a 1.5-inch inside diameter

(I.D.) Schedule 80 PVC riser pipe, a 1.5-inch diameter by 5-foot long well screen, and a 1.5-inch diameter expandable plug cap. Each 5-foot piezometer screen section consists of 0.010-inch slotted PVC placed within a filter sand pack that started at the base of the screen and extended a minimum of 2-feet above the top elevation of the screen. Above the filter sand pack an approximately 2-foot thick layer of bentonite was placed as a seal and the remaining portion of the boring was backfilled with sand. At the ground surface, a 4-inch diameter, water-tight, PVC protective well enclosure, set in a concrete pad was constructed around each new piezometer. Record details of the new piezometers are presented in Appendix C.

Seepage Conditions

Sixth Lake Dam has had documented seepage discharge along the toe of the downstream embankment slope.

Previously dam safety inspections have observed seepage discharge at the toe of the embankment and adjacent to the left spillway training wall. During drilling at Boring B-4, recirculation water was lost, and turbid water was observed in the seep at the toe of the embankment and at the left spillway training wall, indicating hydraulic connectivity to the zone encountered during drilling. Portions of the toe areas are fully saturated due to discharge from the spillway bypass.

Standpipe piezometers installed at boring locations B-4 and B-5 are within the dam downstream embankment and at the toe, respectively. Piezometric levels measured between June 30, 2020 and January 28, 2021 were used to develop the phreatic surface range within the embankment throughout the year.

2.2.3 Generalized Stratigraphy

Arcadis reviewed the boring logs and geotechnical laboratory test results from geotechnical investigation and has made the following generalized interpretation of the soil stratigraphy. More detailed information is presented on the final typed boring logs and the laboratory test results in Appendices A and B, respectively.

Embankment – Based on the soil samples obtained from Borings B-2 and B-4, the Embankment is composed of materials generally described as follows: Gray Silt Sand, typically has a USCS Group Symbol of SM. The blow counts for this layer are consistent with a loose consistency. Some samples in this layer noted organics in the sample.

Dense Embankment - Based on the soil samples obtained from Borings B-2 and B-4, the Dense Embankment is composed of materials generally described as follows: Gray Silt Sand, typically has a USCS Group Symbol of

SM. Some samples in this layer noted organics in the sample. The blow counts for this layer are consistent with a dense consistency. In boring B-4 this layer was not consistently sampled due to difficulties advancing the drilling and sampling equipment.

Native Material - Based on the soil samples obtained from Borings B-2, B-3, B-4, B-5, B-6, B-7, B-8, B-9, and B-

10. the Native Material is composed of materials generally described as follows: Brown or Gray, Well-Graded to

Silty Sand with or without gravel. which typically have USCS Group Symbols SW and SM respectively. The blow counts for this layer are consistent with a dense consistency.

Sixth Lake Geotechnical Report.docx 5

Glacial Till – Based on boring logs from Borings B-2, B-3, B-4, B-5, B-9, and B-10, the Glacial Till generally consists of materials described as Well-Graded Sand with Gravel, which typically have USCS Group Symbols SW to SM. The Glacial Till grades gravel in many cases which instances of heavily weathered bedrock. This layer is very difficult to sample with refusal on the split spoon typically within the first interval, or having blow counts greater than 40 blows per six inches.

Bedrock - Based on the rock samples obtained from Borings B-3, B-4, B-5, B-8, and B-9, the underlying bedrock is a light gray to pink Granite with numerous horizontal fracturing.

in many cases the distinction between the soil layers is based on the soil consistency recorded by the recorded N-values taken during the Standard Penetration Testing performed during borehole advancement. The N-values corrected for overburden and hammer energy for the embankment soils were typically less than 50 indicating dense to very dense soil. The soil N-values for the native soil and glacial till typically started at 56 indicating very dense soil.

3 Limitations Arcadis’ professional services have been performed using the degree and standard of care and skill ordinarily exercised under similar circumstances by reputable civil engineers, geotechnical engineers and geologists practicing in this or similar situations. The data, information, and records presented in the appendices should not be separated from the body of this report as they form the basis for our recommendations and conclusions.

The basis for the information and analyses provided in this Geotechnical Data Report are based upon Site visits, a review of available historic documents pertaining to Old Forge Dam, Site investigations and Topographic surveys performed to supplment available information, and documents that were obtained from the District and

NYSDEC. In the event that additional historic documents are discovered and/or changes or additions to the information provided in this Geotechnical Data Report are discovered, the information should be brought to the attention of the District and Arcadis so that appropriate changes can be made.

Figures

Sixth Lake Geotechnical Report.docx 1

FIGURE

LOCATION OF SIXTH LAKE DAM

1-1

OLD FORGE DAM GEOTECHNICAL DATA

REPORT

SIXTH LAKE

DAM

Design&Consultancy for natural and built assets

Appendix A

Sixth Lake Geotechnical Report.docx A

Boring Logs

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

20.38'

NA

NA

7/9/2019

7/9/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

NX-1

NX-2

NX-3

0' - 2'

2' - 4'

4' - 6'

5.38'-10.38'

10.38'-15.38'

15.38-20.38'

12"

16"

24"

55" (91%)

60" (100%)

59" (98%)

WOH-1-2-1

2-3-12-15

12-50/0.3

NA

NA

NA

Medium SAND, wet.

Medium SAND and GRAVEL, wet.

Fine SAND and medium GRAVEL, wet.

Refusal encountered at 5.38'

Light gray, Granitic Gneiss, some orange oxidation present around fracture areas. Numerous horizontal to high angle fractures.

RQD = 51%

Fractures: 5.75', 5.9', 6.1', 6.6' to 7.0', 7.5', 8.3, 8.6' to 9.0'

Light gray, Granitic Gneiss. Numerous horizontal to high angle fractures.

RQD = 51%

Fractures: 10.6', 10.95', 11.45' to 11.7', 12.5', 13' to 13.4', 13.95', 14.5', 14.7 to 15.1'

Light gray, Granitic Gneiss. Numerous horizontal to vertical fractures.

RQD = 36%

Fractures: 15.38' to 15.9', 16.6' to 17', 17.3' to 17.5', 18.7', 19.6' to 20.2'

B-1

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

21.20'

NA

NA

7/10/2019

7/10/2019

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

NX-1

NX-2

NX-3

NX-4

0' - 2'

2' - 4'

4' 6.2'

6.2' - 8.9'

8.9' - 14'

14' - 19'

19' - 21.2'

8"

16"

8"

32" (99%)

60" (100%)

60" (100%)

24.6" (93%)

WOH-2-2-2

2-2-1-2

NA

NA

NA

NA

NA

Medium SAND, wet.

Medium SAND and GRAVEL, wet.

Fine SAND and medium GRAVEL, wet.

Refusal encountered at 5.38'

Light gray, Granitic Gneiss, some orange oxidation present around fracture areas. Numerous horizontal to low angle fractures.

RQD = 51%

Fractures: 6.8', 8.0', 8.5'

Light gray, Granitic Gneiss. Numerous horizontal to low angle fractures.

RQD = 72%

Fractures: 9' to 9.4', 10.3', 11.1', 11.9', 12.9'

Light gray, Granitic Gneiss. Numerous horizontal to vertical fractures.

RQD = 51%

Fractures: 14 to 14.8', 15.8', 16.2', 16.9'. 17.2 to 18', 18.2'

Light gray, Granitic Gneiss. Numerous horizontal to high angle fractures.

RQD = 53%

Fractures: 19.3', 20.8', 21'

B-2

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

W e ll

C o n st ru ct io n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

13.2'

NA

NA

7/12/2019

7/15/2019

Sixth Lake Dam

HRBRRD

NY-28

Inlet, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

S-4

S-5

S-6

NX-1

NX-2

NX-3

0' - 2'

2' - 4'

4' - 6'

6' - 8'

8' - 10'

10' - 12'

12.2' - 13.3'

14.2' - 15.6'

17.2' - 21.2'

10"

12"

12"

1"

10"

3"

10" (80%)

5" (36%)

46" (98%)

WOH-2,1,1

3,4,2,2

2,1,1,1

WOH,WOH,

WOH,2

2,4,8,7

23,50/2"

NA

NA

NA

Fine SAND, some Gravel, dry.

Fine SAND, some Gravel, dry.

Fine SAND, some Gravel, Rock fragments in sampler tip. moist.

Fine SAND and GRAVEL, little wood fragments, moist to wet.

Fine SAND, some Gravel, wet.

Fine SAND, some Gravel, wet.

Refusal encountered at 10.7'

Roller bit and advanced casing.

Light gray to pink, Granitic Gniess fragments (Boulder).

RQD = 0%

Roller bit through fractured rock and advance casing.

Light gray to pink, Granitic Gniess fragments (Boulder).

RQD = 0%

Roller bit through fractured rock and advance casing.

Light gray to pink, Granite. competent rock, few horizontal fractures.

RQD = 92.3%

Fractures: 17.9', 18.4', 19.3', 20.1'.

B-3

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

-2

-1

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

W e ll

C o n st ru ct io n

D e p th

F e e t)

-2

-1

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

38.5'

NA

NA

6/26/20

6/29/20

Sixth Lake Dam

HRBRRD

NY-28

Inlet, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

S-4

S-5

S-6

NX-1

0' - 2'

2' - 4'

4' - 6'

6' - 8'

8' - 10'

23' - 25'

33.5' - 38.5'

4"

5"

1"

3"

NA

6"

53" (88%)

WOH,1,WOHx2

2,17,5,7

9,10,14,12

3,3,7,29

18,8,9,5

3,5,11,4

NA

Dark brown SAND, little gravel, moist

Dark brown SAND, some medium Gravel, little silt, moist.

Granite fragment in sampler tip.

No recovery

Granite rock fragments, wet.

Roller bit and advance casing through fractured rock.

Gray fine SAND and fine GRAVEL, dense, wet.

Roller bit and advanced casing.

Light gray to pink, Granite, numerous horizontal fractures..

RQD = 67.9%

Fractures: 33.7', 34.2', 34.6', 34.9', 35.6', 36.4', 36.8', 37.2', 37.4', 37.7'.

S ch

P

V C

C a s in g W ith L o ck in g C a p

B e n to n ite

S e a l

.5

D ia S ch

P

V C

W e ll

R is e r

-S lo t S ch

P

V C

.5

D ia W e ll

S cr e e n

B e n to n ite

S e a l

S a n d F ilt e r

P a ck

C o n cr e te

P a d

B-4

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

-2

-1

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

W e ll

C o n st ru ct io n

D e p th

F e e t)

-2

-1

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

19.5'

NA

NA

6/23/20

6/23/20

Sixth Lake Dam

HRBRRD

NY-28

Inlet, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

NX-1

0' - 2'

2' - 4'

4' - 6'

6' - 8'

8' - 10'

10' - 12'

12' - 14'

14' - 14.5'

14.5' - 19.5'

10"

20"

21"

24"

21"

21"

21"

8"

48" (80%)

2,4,8,11

6,9,8,6

17,12,8,5

4,11,22,19

15,16,17,23

10,23,38,42

34,43,50/4"

25,50/1"

NA

Black fine SAND and SIT, some fine Gravel, wet.

Black to dark gray fine SAND and SILT, wet.

Gray fine SAND and SILT, little fine gravel, dense, wet.

Gray fine SAND and SILT, little fine gravel, dense, wet.

Brown fine to medium SAND and GRAVEL, loose, moist.

Gray fine SAND and SILT, little fine gravel, dense, moist.

Gray fine SAND and SILT, little fine gravel, very dense, moist.

Gray fine SAND and SILT, granite fragments, dense, moist.

Refusal encountered at 14.5'.

Light gray to pink, Granite, numerous horizontal fractures..

RQD = 81.2%

Fractures: 14.5' to 14.7', 15', 15.7', 16.8', 17.7', 18.1', 18.4', 18.6'.

S ch

P

V C

C a s in g W ith L o ck in g C a p

B e n to n ite

S e a l

.5

D ia S ch

P

V C

W e ll

R is e r

-S lo t S ch

P

V C

.5

D ia W e ll

S cr e e n

B e n to n ite

S e a l

S a n d F ilt e r

P a ck

C o n cr e te

P a d

B-5

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

14.7'

NA

NA

6/24/20

6/24/20

Sixth Lake Dam

HRBRRD

NY-28

Inlet, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

0' - 2'

2' - 4'

4' - 6'

6' - 8'

8' - 10'

10' - 12'

12' - 14'

14' - 16'

3"

21"

21"

21"

21"

20"

18"

15"

WOH

3,3,4,6

8,11,11,7

6,6,7,11

11,9,8,15

13,12,11,11

14,15,20,22

16,22,24,50/1"

Black topsoil

Gray fine SAND and SILT, little fine gravel, dense, moist.

Gray to brown fine to coarse SAND and SILT, little fine gravel, loose, moist to wet.

Gray fine SAND and SILT, firm, wet.

Gray fine SAND and SILT, trace fine gravel, firm, wet.

Gray fine SAND and SILT, firm, moist.

Gray fine SAND and SILT, firm, moist.

Gray fine SAND and SILT, very dense, moist.

Refusal encountered at 14.7'

No rock core collected per onsite engineer..

B-6

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

W e ll

C o n st ru ct io n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

22'

NA

6.5'

7/10/2019

7/11/2019

Sixth Lake Dam

HRBRRD

NY-28

Inlet, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

0' - 2'

2' - 4'

4' - 6'

6' - 8'

8' - 10'

10' - 12'

12' - 14'

14' - 16'

16' - 18'

18' - 20'

20' - 22'

14"

8"

6"

16"

24"

24"

24"

18"

14"

10"

20"

2,4,3,4

13,47,50/1"

44,58,18,18

13,18,18,11

11,10,11,9

14,14,18,22

5,9,23,50/1"

43,29,26,30

51,48,50/4"

22,100/4"

31,29,20,31

Fine to medium SAND, some Gravel, moist.

Fine medium SAND and GRAVEL, wet.

Refusal encountered at 3.1' Advance casing.

Fine to medium SAND, some Gravel, wet

Fine to medium SAND, some Gravel, wet

Fine to medium SAND, dense, wet.

Fine SAND, dense, wet.

Medium SAND, some Gravel, wet.

Fine SAND

Fine SAND, dense, wet.

Fine SAND and GRAVEL, wet.

Refusal encountered at 18.8', advacned casing to 20'.

Fine SAND and GRAVEL.

Boring terminated at 22'. No rock core collected per onsite engineer.

B-7

Ground Elevation:

Depth to water:

Start date:

Finish date:

Project:

Client:

Street Address:

City / State:

Drilling Co.:

Address:

Driller:

Drilling Method:

Drilled Borehole Dia:

Hammer Weight:

5 McCrea Hill Road, Ballston Spa, New York , 518-885-

D e p th

F e e t)

S a m p le

I D

S a m rv a l (f e e t)

R e co v e ry

B lo w C o u n ts

D e sc ri p ti o n

D e p th

F e e t)

Notes:

NA - Not Available fbg - feet below grade " - inches

PID - Photoionization Detector ppm - parts per million ' -feet

9.3'

NA

NA

7/16/2019

7/16/2016

Old Forge Dam

HRBRRD

NY-28

Old Forge, New York

Aztech Environmental Technologies

5 McCrea Hill Rd. Ballston Spa, NY

Ray Hammond

3.75" Casing, Split-spoon, NX Core

3.75"

140 lbs

S-1

S-2

S-3

NX-1

0' - 2'

2' - 4'

4' - 4.3'

4.3' - 9.3'

14"

10"

1"

55"(91.6%)

WOH,2,2,1

5,8,10,13

50/1"

NA

Fine SAND and wood debris, dry.

Fine SAND and GRAVEL, roack fragments, dry.

Fine SAND and medium GRAVEL, wet.

Refusal encountered at 4.3'

Light gray, competent Granitic Gneiss, few horizontal…