ATL No CD4849E-02-07-22 Rev 1 - Burns - Watervliet HVAC Pad.pdf

Albany Binghamton Elmira Plattsburgh Poughkeepsie Rochester Syracuse Utica Watertown

Canton 6431 U.S. Highway 11

Canton, NY 13617 315-386-4578 (T) atlantictesting.com

ATLANTIC TESTING LABORATORIES

WBE certified company

August 18, 2022

Burns & McDonnell 10 North Park Place, Suite 330 Telephone: 973-490-2427 Morristown, New Jersey 07960 Email: tvoorhees.@burnsmcd.com

Attn: Mr. Thomas Voorhees, LLA, RLA Associate/Project Manager

Re: Subsurface Investigation and Geotechnical Evaluation Services Proposed Building 20 Exterior HVAC Equipment Foundations Watervliet Arsenal

Watervliet, Albany County, New York ATL Report No. CD4849E-02-07-22 Rev. 1

Ladies and Gentlemen:

Enclosed is one (1) electronic copy of the referenced report. ATL appreciates the opportunity to provide geotechnical services for your project.

Please note that upon completion of the subsurface investigation the borings were backfilled with on-site soils. It is important that the backfilled borings be monitored for settlement or subsidence. This will be the responsibility of Burns & McDonnell and/or their Client. ATL assumes no liability for loss or damage resulting from borehole settlement.

The soil samples obtained during this investigation will be retained for a period of six months and subsequently discarded, unless otherwise instructed.

Please contact our office should you have any questions or comments on this information, or if we may be of further service. We look forward to our continued association to obtain a successful completion of this project.

Sincerely, ATLANTIC TESTING LABORATORIES, Limited

Adam J. Schneider, PE Project Engineer

AJS/BTB/ajs

Enclosures

SUBSURFACE INVESTIGATION

AND

GEOTECHNICAL EVALUATION

PROPOSED BUILDING 20

EXTERIOR HVAC EQUIPMENT FOUNDATIONS

WATERVLIET ARSENAL

WATERVLIET, ALBANY COUNTY, NEW YORK

BURNS & MCDONNELL

PREPARED FOR: Burns & McDonnell 10 North Park Place, Suite 330 Morristown, New Jersey 07960

PREPARED BY: Atlantic Testing Laboratories, Limited 6431 U.S. Highway 11 Canton, New York 13617

ATL Report No. CD4849E-02-07-22 Rev. 1

August 18, 2022

TABLE OF CONTENTS

SECTION PAGE

NUMBER

1.0 INTRODUCTION 1

2.0 PROJECT DESCRIPTION 1

3.0 SITE SURFACE CONDITIONS & GEOLOGY 2

4.0 SUBSURFACE INVESTIGATION & SAMPLING METHODOLOGY 2

5.0 SITE SUBSURFACE CONDITIONS 2

5.1 Soil Boring

5.2 Subsurface Water

6.0 LABORATORY ANALYSES 3

7.0 GEOTECHNICAL ENGINEERING DISCUSSION & RECOMMENDATIONS 4

7.1 Proposed Building 20 – HVAC Exterior Equipment Foundations

7.2 Frost Protection

7.3 Backfill and Compaction Recommendations

7.4 General

7.5 Dewatering

7.6 Testing and Inspection

8.0 LIMITATIONS 7

APPENDICES

A. Site Location Plan B. Boring Location Plan

C. Subsurface Investigation Logs and SPT N-Value Corrections D. Laboratory Test Reports E. Settlement Calculations

SUBSURFACE INVESTIGATION

AND

GEOTECHNICAL EVALUATION

PROPOSED BUILDING 20

EXTERIOR HVAC EQUIPMENT FOUNDATIONS

WATERVLIET ARSENAL

WATERVLIET, ALBANY COUNTY, NEW YORK

BURNS & MCDONNELL

1.0 INTRODUCTION

At the request of Mr. Thomas Voorhees, LLA, RLA, representing Burns & McDonnell and in accordance with our proposal (ATL File No. CD998-1647-07-19 Addendum 1X, dated January 14, 2022), Atlantic Testing Laboratories, Limited (ATL) performed a subsurface investigation and geotechnical evaluation for the referenced project.

The purpose of the investigation was to ascertain the general subsurface soil, bedrock, and water conditions at the site, to evaluate the engineering significance of these findings, and to provide recommendations related to the exterior pad foundation design and construction for various HVAC upgrades.

The proposed project consists of HVAC equipment upgrades to include the construction of exterior pad foundations along the east side of Building 20 of the Watervliet Arsenal, located in Albany County, New York. The geodetic coordinates at the approximate center of the project are N 42º43′08″ latitude and W 73º42′22″ longitude. A Site Location Plan is included in Appendix A. All dimensions and elevations referenced in this report are in units of feet, unless otherwise noted.

2.0 PROJECT DESCRIPTION

Based on preliminary information provided by Burns & McDonnell, the project consists of constructing HVAC equipment pads on the east side of Building 20. It is our understanding that the proposed equipment pads will be constructed of reinforced concrete that will be approximately 2 feet thick. The proposed equipment pad will be founded on a 6-inch layer of structural fill that overlays non-frost susceptible fill that extends to a minimum of 4.5 feet below final grade, which is anticipated to be 3 to 6 inches below the top of concrete.

Based on the information provided to ATL by Burns & McDonnell to perform the settlement analysis, the foundation details for the structures are as follows:

Burns & McDonnell Page 2 of 8 ATL Report No. CD4849E-02-07-22 Rev. 1 August 18, 2022

HVAC Pad o 67’-4” length x 18’-10” W x 2’-0” thick o Proposed Depth: 2’-6” o 400 psf

3.0 SITE SURFACE CONDITIONS & GEOLOGY

The Watervliet Arsenal is located along the west bank of the Hudson River, approximately three miles south of the confluence with the Mohawk River. The proposed project is located in the eastern-central portion of the installation. The proposed HVAC equipment foundations will be located along the east exterior side of Building 20.

The project area is located in the Hudson-Mohawk Lowlands Physiographic Region of New York State, in the northern Capital District. Based on the Surficial Geologic Map of New York, Hudson-Mohawk Sheet, 1987, the project area is generally mantled with recent alluvium soils.

These fluvial deposits of oxidized sand and gravel are generally confined to flood plains within river and stream valleys and may be overlain by silt in larger tributaries. These permeable soils may be subject to flooding, with thicknesses varying from approximately 1 to 10 meters. Based on the Geologic Map of New York, Hudson-Mohawk Sheet, 1970, the recent alluvium is generally underlain by Middle Ordovician Age, Shale of the Normanskill Formation.

4.0 SUBSURFACE INVESTIGATION & SAMPLING METHODOLOGY

Two (2) soil boring locations was selected by representatives of Burns & McDonnell and staked in the field by representatives of ATL. The boring surface elevation was not determined during this subsurface investigation. The approximate soil boring locations are depicted on the Boring Location Plan included in Appendix B.

The soil borings were advanced utilizing 4-inch (HW), inside diameter flush-joint casing and tri-cone roller bit using water as the drilling fluid. Soil sampling and standard penetration testing was performed utilizing a 2-inch outside diameter split spoon sampler and automatic drop hammer in accordance with ASTM D 1586. Soil sampling was performed continuously to a depth of approximately 12 feet and at 5-foot intervals thereafter to termination at a depth of 19.1 and 20.4 below the surface for soil boring B-1 and B-2, respectively. The field SPT N-values were corrected for hammer energy and overburden pressure, and are included in a table following the Subsurface Investigation Logs.

The soil samples were classified in the laboratory by an engineering technician in general accordance with the Burmister Soil Classification System. The split spoon sampler does not recover particles larger than 1⅜-inch in nominal dimension; therefore, the soil classifications may not be representative of the entire soil matrix. The laboratory classifications and the standard penetration test (SPT) results are presented on the Subsurface Investigation Logs included in Appendix C.

The boreholes were backfilled with on-site soils upon project completion. It is important that the backfilled borings be monitored for settlement or subsidence. This will be the responsibility of Burns & McDonnell and/or their Client. ATL assumes no liability for loss or damage resulting from borehole settlement.

Burns & McDonnell Page 3 of 8

5.0 SITE SUBSURFACE CONDITIONS

The following description of subsurface conditions is based on the subsurface soil, bedrock, and water conditions encountered during this subsurface investigation. Actual subsurface conditions may vary across the site in both the horizontal and vertical dimensions. Detailed subsurface descriptions are provided on the Subsurface Investigation Logs.

5.1 Soil Boring

The soil borings encountered medium compact (SPT N-values 10 to 30) sandy gravel and gravelly sand with varying proportions of silt that extended to approximately 2 to 4 feet below the surface. It appears that the upper 2 feet of this material is fill. Underlying the surficial materials, the borings generally encountered medium compact to compact (SPT N-values 30 to

50) sandy gravel and gravel sand that extended to approximately 19 feet below the surface.

Underlying the gravelly sand, Boring B-2 encountered very compact (SPT N-values greater than

50) sandy silt that extended to 20.4 feet below the surface where the boring was terminated on probable weathered rock. Boring B-1 encountered greyish-black shale bedrock at 19.1 feet below the surface. The bedrock was cored utilizing an NX-size, double-tube core barrel to boring termination at a depth of 24 feet below the surface. The rock core description is summarized in the following table:

Rock Core Description

Boring No.

Run No.

Depth (ft.)

Recovery

RQD

Bedrock Type

B-1 NX-1 19.1-24 93 7 Shale

5.2 Subsurface Water

Groundwater measurements were performed during the subsurface investigation through the cased and open borehole. The soil samples were also classified for coloration and relative moisture conditions.

Freestanding water was recorded in boring B-1 at a depth of approximately 7 feet below the surface; however, this water reading was affected by water utilized to core the bedrock. Boring B-2 was dry during borehole advancement. The recovered soil samples were generally classified as moist to wet to the depths investigated. Since the borings were backfilled at the completion of advancement, groundwater levels may not have had sufficient time to stabilize.

Perched groundwater may be encountered at higher elevations especially during wetter periods of the year. It is anticipated that shallow, perched groundwater encountered in shallow site work excavations may be controlled by pumping from sumps installed around the perimeter of the excavations.

Fluctuations in water levels may occur due to seasonal and climatic variations, changes in surface runoff patterns, construction activity, and subsequent development of the site along with other interrelated factors.

Burns & McDonnell Page 4 of 8

6.0 LABORATORY ANALYSES

Select soil samples were submitted to ATL’s geotechnical laboratory for the following physical analyses:

Ten (10) Water Content Determination of Soil (ASTM D 2216) Four (4) Particle Size Analysis without Hydrometer (ASTM D 422)

The test results are presented on the subsurface investigation logs and included in Appendix D, Laboratory Test Reports.

7.0 GEOTECHNICAL ENGINEERING DISCUSSION

The Geotechnical Engineering Discussion is based on information provided by Burns & McDonnell and the subsurface conditions outlined in this report.

The following recommendations are presented as the minimum requirements for the design, planning, and construction of the foundation system. The concepts and geotechnical engineering considerations presented must be considered in project design and construction.

7.1 Proposed Building 20 - HVAC Exterior Equipment Foundations

Based on the subsurface conditions encountered in the soil borings, the proposed HVAC equipment could be supported on shallow foundations or reinforced concrete mat foundations, bearing on non-frost susceptible materials, provided the recommendations contained within this report are followed.

7.1.1 Site Preparation

Site work will require the removal of any surficial asphalt pavement, concrete, topsoil, and organic material within the proposed HVAC equipment foundation footprints. In planning excavations adjacent to existing structures and utilities that are to remain in-place, care must be taken to locate and maintain their stability. The project should be designed to minimize disturbances to existing structures and utilities.

Site surface grading should be designed to convey surface water away from the site structures.

7.1.2 Foundations

Fill soils were encountered in the borings and extended to a depth of approximately 2 feet below the surface. It is recommended the foundation excavations for the proposed HVAC equipment foundations be advanced to a minimum depth of 4.5 feet below existing grade to stable native gravelly sand soils.

Prior to placing foundations or controlled fill, the exposed foundation subgrades should be proof-compacted with a minimum of four passes of a dual-drum walk-behind vibratory roller; a Wacker DPU 6055 vibrating plate tamper; or equivalent, under the direction of a Geotechnical Engineer.

The proof-compaction is recommended to densify the surficial subgrade soils, identify potential unstable areas, and to provide a uniform bearing surface for subsequent development.

Unstable areas noted to weave or deflect should be over excavated to stable material, at the direction of the Geotechnical Engineer, and replaced with compacted Structural Fill. The bottom

Burns & McDonnell Page 5 of 8 of the over excavations should extend 1 foot horizontally on each side of the proposed footing for each 1 foot of over excavation beneath the planned bottom of footing elevation.

Following proof-compaction of the exposed subgrade soils, Structural Fill or other non-frost susceptible material should be placed and compacted in accordance with section 7.3 of this report, or as directed by the Geotechnical Engineer.

Footing subgrades that become saturated and unstable during construction should be over excavated 6 inches and a 6-inch layer of NYSDOT Number 2, crushed stone should be placed and compacted on the subgrade to provide a stable working surface and dewatering media if ground or surface water enters the excavations. The Number 2, crushed stone should be compacted with four passes of a dual-drum walk-behind vibratory roller; a Wacker DPU 6055 vibrating plate tamper; or equivalent, under the direction of a Geotechnical Engineer.

The existing building’s foundation depths were not known at the time of report issuance. HVAC equipment footings placed adjacent to the existing structures’ footings should be placed at the same elevation to avoid overstressing the existing foundations. New foundation excavations that extend within the zone of influence below the existing foundations will require shoring and/or underpinning of the existing foundations. The zone of influence is defined as a line extending downward at a 45 degree angle from the bottom of existing footing in all directions.

The contractor should be responsible for determining the underpinning method and providing the underpinning design.

Benching, sloping, shoring or other acceptable excavation stabilizing methods may be required to provide a stable work area. The on-site granular soils will be susceptible to sidewall sloughing in open excavations, especially in the presence of ground or surface water.

The contractor should develop an excavation stabilization plan for review by the owner and engineer prior to beginning the excavations.

7.1.3 Allowable Soil Bearing Pressure and Settlement

Shallow footings should be designed to bear on stable, native gravelly sand soils, compacted NYSDOT Number 2, crushed stone or Structural Fill that overlies stable, native soils. The proposed HVAC equipment foundations may be designed using a net allowable soil bearing pressure of 4,000 psf, provided the recommendations contained in this report are followed.

Continuous strip footings should be a minimum 18 inches wide and individual spread footings a minimum 36 inches wide.

Based on the foundation details provided by Burns & McDonnell, total settlement of the HVAC Pads is estimated to be approximately ⅛-inch. Differential foundation settlement should be about half of the estimated total settlement. Since the subsurface soils are granular, settlement should occur immediately as each new load is applied to the foundations, with negligible time dependent settlement. The settlement calculations are included in Appendix E, Settlement Calculations.

7.2 Frost Protection

Shallow foundations should extend a minimum of 4.5 feet below final exterior grade or be placed on non-frost susceptible backfill that extends to a depth of 4.5 feet below final exterior grade to provide adequate frost protection.

Burns & McDonnell Page 6 of 8

7.3 Backfill and Compaction Requirements

Select on-site soils may be utilized as general site fill in landscape areas, provided all deleterious fill, organic, and oversize material (particles larger than 4 inches in diameter) are removed and the material is properly moisture conditioned. Structural Fill should be utilized as foundation backfill.

All controlled fill and backfill should be placed and compacted in lifts not exceeding eight inches in loose thickness, at a moisture content of 2% of the Optimum Moisture Content, and to densities in excess of 95%, as determined by ASTM D1557, or as directed by the Geotechnical Engineer.

Structural Fill should consist of a clean, screened, crushed, or bank-run gravel conforming to the following gradation:

Sieve Size

Percent Passing

4” 100

¼” 35-65

#200 0-10

The soil parameters presented in the following table may be used for the following backfill materials.

Table of Soil Properties

Soil Property On-site

Gravelly Sand Granular

Fill

Angle of Internal Friction (°) 30 32

Active Earth Coefficient (Ka)* 0.33 0.31

At Rest Earth Coefficient (Ko)* 0.50 0.47

Passive Earth Coefficient (Kp)* 3.00 3.25

Wet Unit Weight (pcf) 130-135 135-145

*The Rankine earth pressure coefficients (ultimate values) are for level backfill placed in a fully drained condition.

7.4 General

The contractor must follow excavation safety practices as mandated by 29 CFR Part 1926 (OSHA) and by applicable state regulations.

Construction equipment and foot traffic should be limited on exposed subgrades, especially during wetter periods of the year. The granular soils encountered in the soil borings will be susceptible to sidewall sloughing in open excavations.

Shoring/underpinning of existing foundations and structures may be required if new foundation excavations are performed within the zone of influence of adjacent structures. The contractor should be responsible for the shoring/underpinning design.

Burns & McDonnell Page 7 of 8

7.5 Dewatering

Perched water may be encountered in shallow foundation and utility excavations, especially during wetter periods of the year. It is anticipated that perched water encountered in the foundation excavations may be controlled by pumping from sumps installed around the perimeter of the excavations.

It will be the contractor’s responsibility to maintain adequate water control at all times. Project specifications should clearly indicate that standing water, and/or saturated, unstable soil conditions will not be tolerated in areas to receive foundations or utilities. The project specifications should state that the contractor will not be reimbursed for extras related to the control of water.

All dewatering activities should comply with New York State Department of Environmental Conservation (NYSDEC) storm water discharge requirements and/or applicable federal and local regulations for construction.

7.6 Testing and Inspection

Foundation installations must be continuously observed by an experienced Licensed Geotechnical Engineer, and/or their representative, familiar with the subsurface conditions and analysis described in this report. The engineer will be required to assess any unusual conditions and to ensure that adequate bearing capacities and proper foundation installation requirements are achieved.

All backfilling, placement of fill, and concrete construction should be inspected by an Independent Testing Laboratory, which conforms to ASTM E-329, “The Standard Practice for use in the Evaluation of Testing and Inspection Agencies as Used in Construction”. It should be the Independent Testing Laboratory's responsibility to monitor construction practices to determine if they are in accordance with the project documents.

The final site plans and project specifications should be reviewed by ATL, as the Geotechnical Engineer of Record, to verify that there has not been a misinterpretation of this report and/or ATL’s understanding of the project.

8.0 LIMITATIONS

The subsurface investigation logs and this report in its entirety should be provided to the contractors for information and interpretation. The subsurface investigation logs may not be representative of the entire site subsurface conditions, but only what was encountered at the individual test location at the time of this investigation. The subsurface soil, bedrock, and water conditions may be different from those described on the subsurface investigation logs and summarized in this report.

Burns & McDonnell Page 8 of 8

This report was prepared to present the findings of our subsurface investigation and engineering evaluation, and to outline concepts to be utilized in foundation design and construction. These concepts may require alterations to meet the specific design and economic considerations for this project.

Prepared by: Reviewed by:

Adam J. Schneider, PE Brian T. Barnes, PE Project Engineer Senior Engineer

AJS/BTB/ajs

APPENDIX A

SITE LOCATION PLAN

SITE LOCATION PLAN Drawn by:

MTT

Scale:

As Noted

Project No.:

CD4849

Date:

July 2022

Proposed HVAC Upgrades Building 20 – Watervliet Arsenal

Westervelt Avenue Watervliet, Albany County, New York

ATLANTIC TESTING LABORATORIES, Limited

Albany, NY Binghamton, NY Canton, NY Elmira, NY Plattsburgh, NY

Poughkeepsie, NY Syracuse, NY Rochester, NY Utica, NY Watertown, NY

APPENDIX B

BORING LOCATION PLAN

aschneider Typewritten Text B-1 aschneider Typewritten Text B-2

APPENDIX C

SUBSURFACE INVESTIGATION LOGS AND

SPT N-VALUE CORRECTIONS

50/1"

RUN 1

SS

SS

SS

SS

SS

SS

SS

NX

C A S I N G

NX

C O R E

(WET)

Boring terminated at 24.0 feet.

0.0

2.0

4.0

8.0

10.0

14.0

19.0 19.1

Dark Brown cmf SAND; and mf GRAVEL; little SILT (moist, non-plastic) FILL

Brown cmf SAND; some mf+ GRAVEL; little SILT (moist, non-plastic) w = 13.9%

Dark Grey cmf SAND; some f GRAVEL; little SILT (moist, non-plastic) w = 11.9%

Brown and Grey c-mf SAND; little SILT; little mf+ GRAVEL (wet, non-plastic) w = 11.0%

Brown cmf SAND; and mf+ GRAVEL; trace SILT (wet, non-plastic) w = 9.5%

Grey mf GRAVEL; and cmf SAND; trace SILT (wet, non-plastic) w = 7.9%

Advanced casing to 19.0 feet and began coring.

Similar Soil (wet, non-plastic) WEATHERED ROCK Fragments

Greyish-Black SHALE

56" or 93% Recovery

9 Pieces (18") - 68% Chips and Fragments

1 Piece longer than 4" (4") - RQD = 7%

2.0

4.0

6.0

10.0

12.0

16.0

19.1 24.0

2.0

4.0

19.1

24.0

S A

M P

L E

T Y

P E

DEPTH

OF

SAMPLE

trace

Subsurface Investigation

Groundwater Observations littlem

CLASSIFICATION OF MATERIAL

some

Split Spoon Sample

DepthDate

Start Date:

Boring Location:

5/19/2022

Weight:

c fine

ATLANTIC TESTING LABORATORIES, Limited

CD4849E-02-06-22

Watervliet Arsenal Pedestrian Bridge to Building 20 & 25 Renovation

Project:

Finish Date:5/16/2022

S A

M P

L E

N O

SS

M E

T H

O D

O F

A D

V A

N C

E

From

Drillers:

Estimated Groundwater

NX

D E

P T

H O

F C

H A

N G

E

Borehole caved at 17.5 feet. *May be affected by water utilized to advance the borehole.

PM

B-1

Fall:

Hammer Type:

Client:

*7.0'

Ground Elev.:

35-50%

Watervliet, New York

Sheet

Casing

Automatic

Boring No.:

medium coarse of

Inspector:

0-10%

5/19/2022

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

HW (4") Casing/NX Core

R ec o ve ry (I n ch es in.

Report No.:

Boring Advance By:

140140140

Undisturbed Sample (Shelby Tube)

CAVED

Burns & McDonnell

To 10-20%

Subsurface Investigation and

Longitude

Rock Core lbs.

f

Sampler Hammer

See Boring Location Plan

D E

P T

H

SH

Mark Childs; Kyle Vallance

20-35%

Latitude

A T

L-

LO

G

LL

C D

B U

R N

S

M C

D O

N N

E

LL

W

A T

E R

V

LI

E T

.G P

J A

T L4

-0 8.

G D

T

/1

/2

Notes:

1. Borehole backfilled with on-site soils.

and little

From To of

R E

C O

V E

R Y

(i n ch es some

ATLANTIC TESTING LABORATORIES, Limited

CD4849E-02-06-22

DEPTH

OF

SAMPLE

S A

M P

L E

T Y

P E

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

fine medium course

CLASSIFICATION OF MATERIAL

D E

P T

H O

F C

H A

N G

E

35-50% trace m f

Boring No.:

Sheet c

S A

M P

L E

N O

20-35%

0-10%

B-1

D E

P T

H Subsurface Investigation

2Report No.:

M E

T H

O D

O F

A D

V A

N C

E

10-20%

A T

L-

LO

G

B U

R N

S

M C

D O

N N

E

LL

W

A T

E R

V

LI

E T

.G P

J A

T L4

-0 8.

G D

T

/1

SS

SS

SS

SS

SS

SS

SS

SS

C A S I N G

Boring terminated at 20.4 feet due to refusal on possible boulder or bedrock.

Notes:

1. Borehole backfilled with on-site soils.

0.0

2.0

4.0

6.0

8.0

10.0

14.0

19.0

100/5"

Brown mf GRAVEL; and cmf SAND; little SILT (moist, non-plastic)

FILL

Brown and Grey mf+ GRAVEL; and cmf+ SAND; trace SILT

(moist, non-plastic) w = 11.7%

Brown cmf GRAVEL; and cmf SAND; trace SILT (wet, non-plastic) w = 13.6%

Similar Soil (wet, non-plastic) w = 7.0%

Similar Soil (wet, non-plastic) w = 10.9%

Grey cmf+ SAND; some SILT; some mf GRAVEL (wet, non-plastic) w = 9.4%

Grey cmf SAND; and cmf GRAVEL; trace SILT (wet, non-plastic)

Grey SILT; and cmf SAND; little mf GRAVEL (wet, non-plastic)

Possible WEATHERED ROCK Fragments in split spoon shoe

2.0

4.0

6.0

8.0

10.0

12.0

16.0

20.4

2.0

10.0

20.4

S A

M P

L E

T Y

P E

DEPTH

OF

SAMPLE

trace

Subsurface Investigation

Groundwater Observations littlem

CLASSIFICATION OF MATERIAL

some

Split Spoon Sample

DepthDate

Start Date:

Boring Location:

5/20/2022

Weight:

c fine

ATLANTIC TESTING LABORATORIES, Limited

CD4849E-02-06-22

Watervliet Arsenal Pedestrian Bridge to Building 20 & 25 Renovation

Project:

Finish Date:5/20/2022

S A

M P

L E

N O

SS

M E

T H

O D

O F

A D

V A

N C

E

From

Drillers:

Estimated Groundwater

NX

D E

P T

H O

F C

H A

N G

E

Borehole caved at 8.0 feet.

AM

B-2

Fall:

Hammer Type:

Client:

DRY

Ground Elev.:

35-50%

Watervliet, New York

Sheet

Casing

Automatic

Boring No.:

medium coarse of

Inspector:

0-10%

5/20/2022

Time

BLOWS ON

SAMPLER

PER 6"

2" O.D.

SAMPLER

Coordinates

HW (4") Casing

R ec o ve ry (I n ch es in.

Report No.:

Boring Advance By:

140140140

Undisturbed Sample (Shelby Tube)

CAVED

Burns & McDonnell

To 10-20%

Subsurface Investigation and

Longitude

Rock Core lbs.

f

Sampler Hammer

See Boring Location Plan

D E

P T

H

SH

Mark Childs; Kyle Vallance

20-35%

Latitude

A T

L-

LO

G

B U

R N

S

M C

D O

N N

E

LL

W

A T

E R

V

LI

E T

.G P

J A

T L4

-0 8.

G D

T

/1

Project: Watervliet Arsenal Pedestrian Bridge Project No.: CD4849 Boring No.: B-2 (5-20-22) Hammer Energy= 80 Std Energy= 60

1 1 20 27 51 2 3 18 24 37 3 5 24 32 44 4 7 19 25 32 5 9 15 20 24 6 11 32 43 48 7 15 23 31 31 8 19 158 211 198

Depth (ft)

Field N-Value

N60Sample No

LRFD

N(1)60

Project: Watervliet Arsenal Pedestrian Bridge Project No.: CD4849 Boring No.: B-1 (5-19-22) Hammer Energy= 80 Std Energy= 60

Sample No Depth

(ft) Field

N-Value N60

LRFD

N(1)60

1 1 16 21 41 2 3 24 32 50 3 5 37 49 69 5 9 21 28 36 6 11 38 51 62 7 15 48 64 74 8 19 100 133 144

APPENDIX D

LABORATORY TEST REPORTS

APPENDIX E

SETTLEMENT CALCULATIONS