S02_Attachment 07 (Geotechnical Report)_36C24125R0014.pdf

ATTACHMENT 7

Geo-technical Engineering Report

46 pages

20 June 2023

Providence, Rhode Island VA Health Care System (650)

“Replace Primary Substation”

Construction

June 20, 2023

Mr. Joseph S. Durkin, P.E.

Northeast Infrastructure, LLC 34 Brown Street Honesdale, PA 18431

Re: Geotechnical Engineering Services VA Medical Center MRI Imaging Center Addition Providence, Rhode Island PBA Job No. 23009

Dear Mr. Durkin:

Aldinger & Associates Inc. (AAI) is pleased to provide Northeast Infrastructure, LLC (NEI) with this geotechnical engineering report for the above referenced project. This report is subject to the limitations that are outlined in Appendix A.

1.00 PROJECT DESCRIPTION

The project will consist of construction of two new structures to house an electric substation and two retaining walls on the VA Hospital Campus at 830 Chalkstone Avenue in Providence, Rhode Island. Figure 1 indicates the Site Vicinity. The proposed location of the new facilities is on a treed slope between the main hospital building to the west and a recreation area with baseball fields and playground to the east. The two new buildings will be slab-on-grade structures with footprints of approximately 900 and 1250 square feet. We understand that the new retaining walls will be between 10 and 15 feet in height and will allow for a plateau to be created within the existing slope at approximate elevation +55 feet for the new buildings. NEI provided plan sheets which show the new features overlaid on the existing site topography. We were also provided with subsurface data collected from other nearby VA projects, including boring and test pit logs of explorations completed for the relocation of Armed Forces Boulevard, immediately downslope of the current project.

The objectives of our engineering services were to conduct a geotechnical investigation at the site to supplement other available information, perform geotechnical engineering analyses, and develop an engineering report with the results of our field investigations and recommendations for the design and construction of the new facilities.

2.00 GEOLOGY

2.10 Surficial Geology

The 1956 US Geological Survey, Geologic Map of the Providence Quadrangle, Rhode Island, compiled by J. Hiram Smith, indicates that the surficial geology underlying the project site is an Outwash Plain. The Outwash Plain reportedly consists of sorted sand and local deposits of coarse gravel. The Outwash Plain deposit in the vicinity of the project site consists of mostly sand followed by pebble-size gravel.

2.20 Bedrock Geology

The 1994 US Geological Survey Bedrock Geologic Map of Rhode Island, compiled by O.D.

Hermes, L.P. Gromet, D.P. Murray, and others, indicates that the bedrock underlying the project site consists of the Rhode Island formation, described as gray to black, fine to coarse grained quartz arentite, litharenite, shale, and conglomerate, with minor beds of anthracite and meta-anthracite.

3.00 SUBSURFACE EXPLORATION PROGRAM

3.10 Previous Test Boring and Test Pit Information

PBA was provided with the logs of 4 borings (B09-1 through B09-4) completed by the Pare Corporation (Pare) for a Specialty Clinic Addition located off the Main Hospital Building, designated as E Wing. The E Wing is located to the west of the current project site at the top of the existing slope. The Pare borings were advanced to depths between 33 and 52 feet below the existing ground surface. Soils encountered in these borings included approximately 4 to 6.5 feet of non-engineered fill underlain by medium dense to very dense glacial outwash soils to the bottom of the borings.

In 2019, Paul B. Aldinger & Associates Inc. (PBA) completed a boring (B-1) for the development of a surgical nursing facility. This boring is located just outside the Main Hospital B Wing. This boring extended to a depth of 66 feet the ground surface and encountered approximately 13 feet of non-engineered fill underlain by medium dense to very dense glacial outwash soils.

In 2020, PBA also completed an investigation program consisting of 3 test borings (PBA-1 through PBA-3) for a new MRI Imaging Center Addition, which is situated between the existing B and E Wings of the Main Hospital. The PBA borings were advanced to depths between 6 and 34 feet below the existing ground surface. Soils encountered in these borings predominantly consisted of non-engineered granular fill. Borings PBA-1 and PBA-3 encountered granular fill throughout their full depth of exploration. In PBA-2, granular fill extended to approximately 8 feet below the ground surface and was underlain by medium-dense to very dense Glacial Outwash.

We were also provided with boring and test pit logs for explorations completed by Joe Casali Engineering, Inc. (JCE) in April and May 2022 for the relocation of Armed Forces Boulevard. The JCE explorations are located to the east of the current project location, along the toe of the existing slope. One test pit (TH-1) and 4 borings (B1- through B-4) completed by JCE are located in close proximity to the current project. Test hole TH-1 was excavated to a total depth of 8 feet and the borings extended to a depth of 31 feet below the existing grade. Subsurface soils reported on these logs indicate that approximately 8 inches of topsoil is located at the ground surface in TH-1.

Glacial Outwash deposits are reported to extend below the topsoil and from the ground surface through the bottom of all explorations.

The test pit and test boring logs are included in Appendix B, Previously Completed Test Boring Logs and we have shown the borings which are within the current project site on Figure 2, Subsurface Exploration Plan.

3.20 Project Test Boring Information

Two test borings (B-23-1 and B-23-2) were drilled by New England Boring Contractors of Taunton, Massachusetts on May 19, 2023. Both borings were completed along the side of the existing Armed Forces Boulevard at the top of the existing slope. Test borings were laid out at accessible locations by measurement from physical site features evident on the provided site drawings. The test borings were observed and logged by an engineer from AAI. The locations of the test borings can be found on Figure 2, Subsurface Exploration Plan, and the boring logs are included in Appendix C, Test Boring Logs.

The test borings were drilled utilizing 4-inch casing and the drive and wash method of drilling to depths between 40 and 43 feet below the ground surface. Standard split spoon soil samples were obtained using a 1⅜-inch inside diameter split spoon sampler in substantial conformance with ASTM D1586, the Standard Penetration Test (SPT). The standard ASTM method of driving the sampler was employed using a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler for each 6 inches of penetration was recorded. The number of blows required to drive the sampler from 6 to 18 inches of penetration is the SPT blow count (N-value), a commonly-used indicator of soil density. Samples were obtained at intervals of 5 feet.

4.00 SUBSURFACE CONDITIONS

Generalized soil conditions encountered in the subsurface explorations include the following strata from the ground surface downward. Actual conditions between the test borings will likely vary.

Refer to the boring logs in Appendix B, Previously Completed Test Boring Logs, and Appendix C, Test Boring Logs, for more detailed descriptions of the conditions encountered. The ground surface elevations indicated on the logs are approximate and were estimated from contours indicated on the utility plan provided to us.

4.10 Soil Conditions

Topsoil/Asphalt – Both borings were completed from the top of the existing slope. Boring B-23- 1 encountered grass and topsoil as the surface covering and in boring B-23-2, approximately 1 inch of asphalt was encountered at the surface. These surface coverings were underlain by;

Non-Engineered Granular Fill - Non-engineered Granular Fill was encountered in test boring B- 23-2 beneath the asphalt pavement. This soil was not sampled since this soil strata was well above the proposed elevation of support for the new structures. This stratum was underlain by;

Glacial Outwash - Glacial Outwash was encountered and consisted of medium-dense fine to coarse sand with varying amounts of gravel and silt present. This soil layer had an average SPT blow count value (uncorrected N-value) of approximately 17. With increasing depth, the deposit was observed to increase in density and silt content. In boring B-23-2, samples obtained below a depth of 28 feet had an average uncorrected SPT blow-count of approximately 37. The glacial outwash stratum was also encountered to the bottom of borings completed for adjacent projects.

4.20 Groundwater Conditions

One groundwater observation well was installed to a depth of 40 feet upon completion of the drilling. Groundwater was observed at the time of the drilling at a depth of 23.5 feet below the ground surface. A measurement of stabilized groundwater was obtained on June 19, 2023 at a depth of 42 feet below the ground surface. It should be noted that fluctuations in the levels of the groundwater can likely occur due to variations in rainfall, temperature, season, and other factors occurring since the time measurements were made.

5.00 LABORATORY TESTING DATA

Four grain size analyses were performed on samples collected from the subsurface explorations, in accordance with ASTM D-422, to confirm the visual classifications made in the field, develop engineering design parameters and assess the suitability for reuse as structural fill. The results of the grain size analyses are summarized in the table below and the complete results are included in Appendix D, Laboratory Testing.

Boring No., Sample No.

Depth (feet)

Soil Stratum % Finer than #200 Sieve

Soil Description

B-23-1 S-1 13-15 Glacial

Outwash 13.7 FINE TO COARSE SAND AND GRAVEL, little Silt

B-23-1 S-3

23-25

Glacial Outwash 10.8 FINE TO COARSE SAND, little

Gravel, little Silt

Boring No., Sample No.

Depth (feet)

Soil Stratum % Finer than #200 Sieve

Soil Description

B-23-2 S-3 8-10 Glacial

Outwash 3.6 FINE TO COARSE SAND, little Gravel, trace Silt

B-23-2 S-5 28-30 Glacial

Outwash 11.2 FINE TO COARSE SAND, some fine Gravel, little Silt

6.00 GEOTECHNICAL EVALUATION & RECOMMENDATIONS

The current proposed development includes two retaining walls with varying heights of 10 to 15 feet and two structures, a utility equipment vault and a building with a proposed footprint of 25 by 50 feet. The location proposed for this new construction is currently a treed slope which stands at approximately 2 horizontal to 1 vertical.

The results of the current subsurface investigation and review of the available subsurface data from other nearby VA projects, indicate that soil conditions within the footprints of new development consist of non-engineered granular fill overlying a granular glacial outwash. The non-engineered granular fill is limited to elevations above the planned construction.

Based on the results of our geotechnical investigation and evaluation, it is recommended that the new structures be supported on shallow spread footings and slabs-on-grade bearing on compacted structural fill placed upon the natural deposited glacial outwash following removal of all non-engineered fill, topsoil, subsoil, asphalt, and any unsuitable deleterious material. The following design recommendations have been developed.

6.10 Foundation Design

It is recommended that the new structure be supported on spread footings or mat foundation supported on compacted structural fill placed upon the natural glacial outwash following removal of all unsuitable soil. Any non-engineered granular fill, topsoil, subsoil, asphalt, and any unsuitable deleterious material should be removed from beneath the footings and the new building footprint.

We recommend that all footings be supported on a minimum 12-inches of compacted structural fill and extend a minimum of 3 feet 4 inches below adjacent finished grade for protection from frost, as specified by the Rhode Island State Building Code. Minimum footing dimensions regardless of loads or embedment depths should not be less than 24 inches.

Based on computed ultimate bearing capacities with appropriate factors of safety, the allowable soil bearing pressures for footings with invert a minimum of 3 foot 4-inches below adjacent finished grade should not exceed 3 kips per square foot, which assumes complete removal of any non-engineered fill, topsoil, subsoil, asphalt, and any unsuitable deleterious material from below the structure and direct support on a minimum of 12-inches of compacted structural fill. Estimated total settlement of the footings is anticipated to be less than one inch, and it is expected that this settlement will occur rapidly as the building is constructed. Long term consolidation of the underlying soils is not anticipated.

6.20 Slab-on-Grade Design Recommendations

The slab should not be founded upon non-engineered granular fill, topsoil, subsoil, asphalt, or any unsuitable deleterious material. Care should be taken when preparing the subgrade to ensure that all topsoil and subsoil and any vegetation and unsuitable deleterious material is removed in its entirety from the footprint of the slab construction. The exposed surface of the subgrade soils should be surface compacted with a vibratory roller. Any areas where resulting depressions occur should be over excavated and replaced with compacted structural fill. We recommend that either a non-frost susceptible structural fill or crushed stone be placed to a depth of 3 feet 4 inches below the ground level within the footprint of the concrete slab. Crushed stone should be separated from the natural site soil with a filter fabric (Mirafi 140N or equivalent). A geotechnical engineer familiar with the site geotechnical conditions should observe the bearing surfaces and the surfaces on which structural backfill is to be placed to ensure an adequate foundation. We recommend a modulus of subgrade reaction of 150 pci for design of the slab.

6.30 Liquefaction Potential and Seismic Design Requirements

We have considered seismic design requirements in accordance with the requirements of the 2021 Rhode Island State Building Code. Based on the subsurface data collected, it is our opinion that the site soils are not susceptible to earthquake liquefaction. Based on our interpretation of the State Building Code, a Site Class of D is recommended.

6.40 Retaining Wall Design Soil Parameters

Any new retaining walls to be constructed should be supported on the naturally deposited glacial outwash and embedded a minimum of three feet four inches below finished grade for protection from frost. It is anticipated that the site retaining walls will be cast-in-place concrete. The retaining structures should be designed such that hydrostatic pressures are relieved by the incorporation of weep holes and/or geotextile fabrics for filtration and pressure relief.

All vegetation and topsoil should be removed from the footprint of the retaining wall. The bearing capacity of a cantilevered retaining wall must account for the wall geometry and angle of inclination of the load. For preliminary design of the retaining walls, we would recommend that the net allowable soil bearing pressure should not exceed 3 kips per square foot for retaining wall footings supported on compacted structural fill overlying glacial outwash. The table on the following page indicates the engineering parameters for use in the design of retaining walls.

Parameter Recommended Value

Soil Friction Angle (φ) Naturally deposited Glacial Outwash

Compacted Structural Fill

30° 34°

Passive Pressure Coefficient (Kp)

3.00 3.54

Active Pressure Coefficient (Ka)

0.33 0.28

At Rest Pressure Coefficient (Ko)

0.50 0.44

Base Coefficient of Sliding (concrete on soil)

0.35 0.40

Soil - Wall Friction Angle (concrete against soil)

17° 22°

6.50 Site Preparation

We have recommended that the new structures be supported on spread footings and slab-on-grade bearing on structural fill placed on the natural glacial outwash. All topsoil, subsoil, vegetation, and any unsuitable deleterious soil should be removed from below the entire footprint of the building and retaining walls.

The exposed surface should then be proof-rolled with a vibratory roller. We recommend that a minimum of 12 inches of compacted structural fill be placed and compacted below footings and/or mat foundation over the surface of undisturbed natural soils as soon as possible after being excavated and proof compacted. In no case should this excavation work be completed during a precipitation event nor when the excavation cannot be backfilled the same day. We recommend that the excavation work and final subgrade be observed by a geotechnical engineer prior to placement of the structural fill. Structural fill lift thickness and compaction should also be monitored by a geotechnical engineer in accordance with the RI Building Code.

Slabs-on-grade should not be constructed directly on the exposed surface of the glacial outwash.

A minimum of one foot of compacted structural fill should be placed below slabs. Compaction should be to a minimum of 95% of maximum dry density as determined by ASTM D-1557.

6.60 Site Slopes and Temporary Excavation Support

Generally, temporary excavation support is required when the sides of an excavation must be constructed steeper than approximately 1.5 H to 1V. Excavation support will be required to allow for deep excavations near existing structures. All temporary excavation slopes in soil should be constructed not steeper than 1.5 horizontal to 1 vertical and in accordance with the requirements of the latest OSHA standards. Temporary excavation support will be required for steeper slopes.

Traffic and pedestrian barriers will likely be required around these slopes and should be set back a minimum of five feet from the top of the slope. A fabric placed on the slope may be required to prevent soil erosion. Surface water should be diverted away from these slopes.

Where excavation support is needed, common methods of excavation support utilized on projects such as this one are H-piles (soldier piles) and lagging and steel sheet piling. Typically, steel sheet piling is driven with a vibratory hammer whereas the H-piles may be installed by driving, or if necessary, by pre-drilling large diameter holes and then installing H-piles in the holes to the required depths. For this project, we would recommend the use of H-pile and lagging, since pre-drilling would also serve to mitigate construction vibrations and the potential for damage to nearby structures. The lagging is placed from the top down as the excavation proceeds. The design of temporary excavation support system should be completed by a Rhode Island registered Professional Engineer retained by the Contractor.

6.70 Subgrade Protection, Backfill & Compaction Requirements

All structural fill should be placed in horizontal lifts and compacted. We recommend the use of structural fill to backfill the over-excavated soil within the proposed slab footprint. Structural fill meeting the following criteria will be non-frost susceptible. Structural fill should be placed and compacted in lifts with a maximum thickness of 12 inches. The recommended gradation requirements for backfill materials is indicated in the table below.

U.S. Standard Sieve Size

Crushed Stone Percent Passing, by Weight

Structural Fill Percent Passing, by Weight

3-inch 1-inch

3/4-inch ½-inch

3/8-inch No. 4 No. 40

No. 200

75-85 10-40 0-20 0-5

50-85 45-80 40-75 0-45 0-5

Compaction of all fill within the proposed pad area should be to a minimum of 95 percent of the maximum dry density as determined by ASTM D-1557, the modified Proctor density test. For other areas not supporting buildings, walls, slabs or other structures, compaction should be 85 percent of maximum dry density. Lift thickness should be appropriate for the compaction equipment being utilized. Specifications should require that the Contractor adjust lift thickness to meet required compaction. In no case should lift thickness exceed 12 inches.

Any backfill placed behind retaining walls should consist of free draining, clean, hard durable stone and coarse to fine sand aggregate, free from any undesirable material, crushed stone or structural fill, as defined above could be used for backfill behind retaining walls.

6.80 Reuse of Site Soils

We typically recommend that the percentage of fines contained in soils to be considered for reuse as structural fill be limited to 8 percent or less. The reason for this recommendation is that the control of the water content and compaction become increasingly difficult when the fines content of the soil exceeds 8 percent. During cooler or cold wet weather, soils with elevated percentages of fines tend to remain saturated or near saturated for long periods of time, and adequate compaction when saturated is not possible.

Based on the results of the sieve analyses, the gradation of the tested glacial outwash soils are close to meeting the structural fill gradation requirements. It may be possible to selectively reuse some of the excavated soil. On-site granular soil which does not meet the recommended gradation requirement for use as structural fill, could be considered for reuse in areas not intended for the support of structures, pavements, or other structures.

The use of backfill containing elevated fines directly below pavement is not recommended because the elevated percentage of fines would render it frost susceptible. Any soil considered for reuse as structural fill should first be tested to ensure that it meets the recommended gradation requirement for structural backfill.

6.90 Dewatering & Control of Surface Runoff

All excavations and backfilling for foundation construction should be conducted in the dry.

Groundwater was encountered at a depth of approximately 42 feet below grade (elevation +29 feet) 35 days after completion, which is below the planned excavation depth or foundation level of any of the proposed structures. The depth of excavation for foundation construction is expected to extend no deeper than elevation +50. It should be anticipated that dewatering of the excavations will not be required. Specifications should require that surface water runoff be diverted away from excavations so that structural fill and foundations are not undermined.

6.100 Preconstruction Survey & Instrumentation Monitoring

Vibrations caused by the compaction of soil with a vibratory roller could result in densification of existing fill beneath nearby structures and subsequent settlement. We recommend that a pre-construction survey of the nearby structures (within 200 feet of the excavation limits) be conducted prior to Construction. The purpose of the survey is to document the existing conditions in the event that the structure is alleged to have been damaged due to the excavation or compaction work. The survey should consist of photographs, a video recording, and sketches where appropriate.

The Contractor should be required by the specifications to conduct their operations without causing damage to adjacent structures. In addition, they should limit vibrations to levels which are not likely to cause damage to nearby structures. We typically recommend a peak particle velocity of

0.5 inch per second for single event vibrations and 0.3 inch per second for continuous vibrations (assuming non-residential structures) or a lower level depending on the sensitivity of site-specific structures or equipment. During construction, we would recommend that construction vibrations be monitored. The specifications should also require that if the vibration levels measured at the adjacent structures exceed these threshold values, then the excavation support installation or the soil compaction procedures causing the vibrations should be suspended until it has been modified to decrease vibrations.

7.00 FINAL DESIGN & CONSTRUCTION MONITORING

It is recommended that AAI be provided the opportunity to review foundation design plans and prepare or review project earthwork specifications to ensure that our recommendations have been properly interpreted. The Rhode Island State Island Building Code requires that the subgrade preparation and fill compaction be monitored and tested for compliance within its special inspections requirements. Accordingly, we recommend that AAI provide a geotechnical engineer or qualified engineering technician, qualified by training and experience to be present during construction to perform the following:

• monitor excavation of the non-engineered fill to assess the completeness of the removal of soils unsuitable for support of shallow spread footing foundation or mat foundation construction and the adequacy of the exposed bearing stratum;

• monitor the structural fill placement and compaction of fill materials beneath footings and slabs;

• conduct a preconstruction survey of structures within 200 feet of construction activities which may cause vibrations in order to document their existing conditions prior to construction;

• the monitoring of vibrations with a seismograph during soil compaction and excavation support installation activities.

FIGURES

B-1

B-2

B-3

B-4 B-5

TH-1

TH-2

B-09-1 B-09-2

B-09-3B-09-4

PBA-1

PBA-2

PBA-3

B-23-1

B-23-2

NORTHEAST INFRASTRUCTURE

PROPOSED ELECTRIC SUBSTATION

VA HOSPITAL

830 CHALKSTONE AVENUE, PROVIDENCE, RHODE ISLAND

EXPLORATION LOCATION PLAN

Job No.:

Date :

23009 06/08/2023

Scale:

Sheet:

1" = 20'

LEGEND:

APPROXIMATE BORING LOCATION

APPROXIMATE TEST PIT LOCATION

NOTES:

1. EXPLORATION LOCATION PLAN WAS PREPARED FROM A

1"=20' SCALE PLAN OF THE SITE ENTITLED "GRADING

PLAN 'A'," PREPARED BY ACELA ARCHITECTS +

ENGINEERS, PC, DATED 05/27/2022 AND PROVIDED AS A

PORTABLE DOCUMENT FORMAT (PDF) FILE.

2. BORINGS B-23-1 AND B-23-2 WERE PERFORMED UNDER

THE DIRECTION OF ALDINGER & ASSOCIATES, MAY 19,

2023 AND LOCATED IN THE FIELD BY MEASUREMENTS

FROM EXISTING SITE FEATURES.

3. BORINGS PBA-1 THROUGH PBA-3 WERE PERFORMED

UNDER THE DIRECTION OF PAUL B. ALDINGER &

ASSOCIATES, IN OCTOBER 2020.

4. BORINGS B09-1 THROUGH B09-4 WERE PERFORMED

UNDER THE DIRECTION OF PARE CORPORATION IN 2009.

5. TEST PITS TH-1 AND TH-2 AND BORINGS B-1 THROUGH

B-3 WEREW PERFORMED UNDER THE DIRECTION OF

CASALI ENGINEERS IN 2022.

6. THIS PLAN SHOULD BE USED IN CONJUNCTION WITH THE

ASSOCIATED S. W. COLE ENGINEERING, INC.

GEOTECHNICAL REPORT.

7. THE PURPOSE OF THIS PLAN IS ONLY TO DEPICT THE

LOCATION OF THE EXPLORATIONS IN RELATION TO THE

EXISTING CONDITIONS AND PROPOSED CONSTRUCTION

AND IS NOT TO BE USED FOR CONSTRUCTION.

Feet 0 20 40

R:

\2

3\

_A ld in ge r\

-0

\C A

D \D ra w in gs

\2

E

LP

.d w g, /8

/2

3:

:1

PM

, C

EM

, S . W

. C ol e En gi ne er in g, In c.

APPENDIX A

LIMITATIONS

APPENDIX A

LIMITATIONS

This report has been prepared for the exclusive use of Northeast Infrastructure, LLC for specific application to the proposed for specific application to the proposed VA Medical Center Electric Substation Development in Providence, RI.. . Aldinger & Associates, Inc (AAI) has endeavored to conduct our services in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made.

The soil profiles described in the report are intended to convey general trends in subsurface conditions. The boundaries between strata are approximate and are based upon interpretation of exploration data and samples.

The analyses performed during this investigation and recommendations presented in this report are based in part upon the data obtained from subsurface explorations made at the site. Variations in subsurface conditions may occur between explorations and may not become evident until construction. If variations in subsurface conditions become evident after submission of this report, it will be necessary to evaluate their nature and to review the recommendations of this report.

Observations have been made during exploration work to assess site groundwater levels.

These data have been reviewed and interpretations have been made in the text of this report;

however, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, tide and other factors occurring since the time measurements were made.

Aldinger & Associates, Inc’s scope of services has not included the investigation, detection, or prevention of any Biological Pollutants at the project site or in any existing or proposed structure at the site. The term “Biological Pollutants” includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and the byproducts of any such biological organisms.

Recommendations contained in this report are based substantially upon information provided by others regarding the proposed project. In the event that any changes are made in the design, nature, or location of the proposed project, Aldinger & Associates, Inc.

should review such changes as they relate to analyses associated with this report.

Recommendations contained in this report shall not be considered valid unless the changes are reviewed by Aldinger & Associates, Inc. It is recommended that this firm be provided the opportunity for a general review of final design and specifications, in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications.

It is recommended that this firm be retained to provide soil engineering services during construction of the excavation and foundation phases of the work. This is to observe compliance with the design concepts, specifications, or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction.

APPENDIX B

PREVIOUSLY COMPLETED TEST BORING LOGS

Pare Corporation, B09-1 through B09-4

Paul B. Aldinger & Associates, Inc., B-1

Paul B. Aldinger & Associates, Inc., PBA-1 through PBA-2

Joe Casali Engineering Inc., TH-1

Joe Casali Engineering Inc., B-1 through B-4

U.S. Dept. of Veterans Affairs July 2022

V.A. Medical Center Providence

Relocation of Armed Forces Blvd.

Appendix A

Test Pit Logs

Test Pit Location: Date Start / Finish:

Ground Surface El. / Datum: Conditions:

Excavator Type: Excavator Reach:

Operator: JCE Rep.:

Notes: SHWT:

Project Name:

Project Number:

Providence VA

20-70

Joe Casali Engineering, Inc.

(8 - 60"): SILTY SAND (SM); Dark brown / brown, dry, ~65% fine to medium sand, ~25% nonplastic fines, ~10% fine to coarse gravel.

Loamy Sand.

LO

W

ER

G

LA

C

IA

L

D

EP

O

SI

TS

U

P P

ER

G

LA

C

IA

L

D

EP

O

SI

TS

(64 - 96"): SILTY SAND (SM); Brown, dry, ~70% fine to medium sand, ~20% nonplastic fines, ~10% fine to coarse gravel. Loamy Sand.

Mild oxidation observed at ~60".

Bottom of test hole at 96-inches. Open excavation backfilled with previously excavated material upon completion.

HSG A

2.41 in/hr

HSG A

2.41 in/hr

NA

60-inches

Impervious/Limiting Layer Depth: Not Encountered

TS

(0 - 8"): TOPSOIL

Page 1 of 1Shalvey Bros Landscape, Inc. Daniel R. Decesaris (RI P.E. No. 10162)

Depth

(ft)

Sample

Type/No. La ye r

Remarks Soil and Rock Description Estimated Hydraulic

Conductivity

TH-1

See Figure 4 - Exploration Location Plan April 26, 2022

El. 37.6' - NAVD 88 Overcast, 52 deg. F

CAT 420E Backhoe Approx. 12-feet

U.S. Dept. of Veterans Affairs July 2022

V.A. Medical Center Providence

Relocation of Armed Forces Blvd.

Appendix B

Boring Logs

S1

S2

S3

S4

S5

S6

S7

0.0 to 2.0

4.0 to 6.0

9.0 to

11.0

14.0 to

16.0

19.0 to

21.0

24.0 to

26.0

29.0 to

31.0

24/16

24/10

24/16

24/11

24/12

24/0

24/8

7-5-3-5

6-7-11-19

2-2-3-4

14-23-17-

9-9-15-16

8-10-10-

7-7-8-7

No recovery with 2" sampler;

redrove with 3" sampler.

S1: SILTY SAND (SM); Brown, dry, 64.3% fine to medium sand, 24.7% nonplastic fines, 11.0% fine to coarse gravel.

S2: SILTY SAND WITH GRAVEL (SM); Brown, wet, 47.0% fine to medium sand, 30.7 fine to coarse gravel, 22.3% nonplastic fines.

S3: SILTY SAND (SM); Olive, wet, 70% fine sand, 30% nonplastic fines.

S4: WELL GRADED SAND WITH SILT (SW-SM); Brown/gray, wet, 80% fine to coarse sand, 10% nonplastic fines, 10% fine to coarse gravel.

S5: WELL GRADED SAND WITH SILT (SW-SM); Orangish brown, wet, 85% fine to coarse sand, 10% nonplastic fines, 5% fine to coarse gravel.

S6: No recovery.

S6R: WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM);

Brown/gray, wet, 70% fine to coarse sand, 20% fine to coarse gravel, 10% nonplastic fines.

S7: WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM);

Brown/gray, wet, 70% fine to coarse sand, 20% fine to coarse gravel, 10% nonplastic fines.

Bottom of boring at 31'. Backfilled with cuttings and gravel upon completion. Cold patch asphalt placed at ground surface.

BORING INFORMATION BORING

B-1

LOCATION See Fig. 4 - Subsurface Exploration Location Plan

GROUND SURFACE EL. (ft): 38.5' DATE START/END: 5/9/2022

VERTICAL DATUM: NAVD88 DRILLING COMPANY: Northern Drill Service, Inc.

TOTAL DEPTH (ft): 31' DRILLER NAME: Tim Tucker / Justin Raymond

LOGGED BY: Justen St. Onge RIG TYPE: Mobile Drill Rig B-53

DRILLING INFORMATION

HAMMER TYPE: 140-lb Automatic Hammer CASING I.D./O.D.: 4.5" O.D. FJS Casing CORE BARREL TYPE: N/A

AUGER I.D./O.D.: N/A DRILL ROD O.D.: 2" & 3" Split Spoon Sampler CORE BARREL I.D./O.D.: N/A

DRILLING METHOD: Rotary wash w/ casing; standard sampling method

WATER LEVEL ELEVATIONS (ft): Groundwater observed at 18.75' upon completion.

ABBREVIATIONS: Pen. = Penetration Length Rec. = Recovery Length RQD = Rock Quality Designation = Length ofSound Cores>4 in / Pen, % WOR = Weight of Rods WOH = Weight of Hammer

S = Split Spoon Sample C = Core Sample U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

Qp = Pocket Penetrometer Strength Sv = Pocket Torvane Shear Strength LL = Liquid Limit PI = Plasticity Index PID = Photoionization Detector I.D./O.D. = Inside Diameter/Outside Diameter

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140 lb. hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

PROJECT NAME: Providence VA NOTES:

CITY/STATE: Providence, Rhode Island

PROJECT NUMBER: 20-70

Elev.

(ft)

Depth

(ft) Sample

No.

Sample Information

Depth (ft)

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Drilling Remarks/ Field Test Data

G ra p h ic

L o g

Soil and Rock Description

U P

P E

R G

LA

C

IA

L

D E

P O

S

IT

S

LO

W E

R G

LA

C

IA

L

D E

P O

S

IT

S

S1

S2

S3

S4

S5

S6

S7

0.0 to 2.0

4.0 to 6.0

9.0 to

11.0

14.0 to

16.0

19.0 to

21.0

24.0 to

26.0

29.0 to

31.0

24/19

24/12

24/10

24/10

24/12

24/10

24/9

3-7-10-9

7-7-7-7

5-7-12-10

12-31-30-

10-10-10-

7-7-13-15

13-13-11-

S1: SILTY SAND (SM); Brown, dry, 70% fine to medium sand, 20% nonplastic fines, 10% fine to coarse gravel.

S2: SILTY SAND WITH GRAVEL (SM); Dark brown, moist, 67.0% fine to coarse sand, 19.4% fine to coarse gravel, 13.6% nonplastic fines.

S3: SILTY SAND (SM); Gray, moist, 80% fine to coarse sand, 15% nonplastic fines, 5% fine gravel.

S4: SILTY GRAVEL WITH SAND (GM); Brown, wet, 55% fine to coarse gravel, 30% fine to coarse sand, 15% nonplastic fines.

S5: SILTY SAND (SM); Gray/brown, moist, 75% fine to coarse sand, 20% nonplastic fines, 5% fine gravel.

S6: SILTY SAND (SM); Brown, moist, 85% fine to coarse sand, 15% nonplastic fines.

S7: SILTY SAND (SM); Brown, moist, 85% fine to coarse sand, 15% nonplastic fines.

Bottom of boring at 31'. Backfilled with cuttings and gravel upon completion.

BORING INFORMATION BORING

B-2

LOCATION See Fig. 4 - Subsurface Exploration Location Plan

GROUND SURFACE EL. (ft): 53.2' DATE START/END: 5/3 & 5/4/2022

VERTICAL DATUM: NAVD88 DRILLING COMPANY: Northern Drill Service, Inc.

TOTAL DEPTH (ft): 31' DRILLER NAME: Tim Tucker / Justin Raymond

LOGGED BY: Justen St. Onge RIG TYPE: Mobile Drill Rig Deitrich D-25

DRILLING INFORMATION

HAMMER TYPE: 140-lb Automatic Hammer CASING I.D./O.D.: 4.5" O.D. FJS Casing CORE BARREL TYPE: N/A

AUGER I.D./O.D.: N/A DRILL ROD O.D.: 2" Split Spoon Sampler CORE BARREL I.D./O.D.: N/A

DRILLING METHOD: Rotary wash w/ casing; standard sampling method

WATER LEVEL ELEVATIONS (ft): No groundwater observed upon completion.

ABBREVIATIONS: Pen. = Penetration Length Rec. = Recovery Length RQD = Rock Quality Designation = Length ofSound Cores>4 in / Pen, % WOR = Weight of Rods WOH = Weight of Hammer

S = Split Spoon Sample C = Core Sample U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

Qp = Pocket Penetrometer Strength Sv = Pocket Torvane Shear Strength LL = Liquid Limit PI = Plasticity Index PID = Photoionization Detector I.D./O.D. = Inside Diameter/Outside Diameter

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140 lb. hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

PROJECT NAME: Providence VA NOTES:

CITY/STATE: Providence, Rhode Island

PROJECT NUMBER: 20-70

Elev.

(ft)

Depth

(ft) Sample

No.

Sample Information

Depth (ft)

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Drilling Remarks/ Field Test Data

G ra p h ic

L o g

Soil and Rock Description

U P

P E

R G

LA

C

IA

L

D E

P O

S

IT

S

LO

W E

R G

LA

C

IA

L

D E

P O

S

S1

S2

S3

S4

S5

S6

S7

0.0 to 2.0

4.0 to 6.0

9.0 to

11.0

14.0 to

16.0

19.0 to

21.0

24.0 to

26.0

29.0 to

31.0

24/14

24/12

24/10

24/0

24/10

24/0

24/7

3-2-9-6

6-10-10-9

4-4-4-4

7-7-6-9

10-10-7-8

9-10-12-

9-10-10-

No recovery with 2" sampler;

redrove with 3" sampler.

No recovery with 2" sampler;

redrove with 3" sampler.

S1: SILTY SAND (SM); Brown, dry, 71.7% fine to medium sand, 15.2% fine gravel, 13.1% nonplastic fines.

S2: SILTY SAND (SM); Brown, dry, 80% fine to medium sand, 15% nonplastic fines, 5% fine gravel.

S3: WELL GRADED SAND WITH SILT (SW-SM); Gray, wet, 85% fine to coarse sand, 10% nonplastic fines, 5% fine gravel.

S4: No recovery.

S4R: SILTY SAND WITH GRAVEL(SM); Brown, wet, 70% fine to coarse sand, 15% nonplastic fines, 15% fine to coarse gravel.

S5: WELL GRADED SAND WITH SILT (SW-SM); Brown, wet, 75% fine to coarse sand, 15% fine to coarse gravel, 10% nonplastic fines.

S6: No recovery.

S6R: WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM);

Gray, wet, 60% fine to coarse sand, 30% fine to coarse gravel, 10% nonplastic fines.

S7: WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM);

Gray, wet, 60% fine to coarse sand, 30% fine to coarse gravel, 10% nonplastic fines.

Bottom of boring at 31'. Backfilled with cuttings and gravel upon completion.

BORING INFORMATION BORING

B-3

LOCATION See Fig. 4 - Subsurface Exploration Location Plan

GROUND SURFACE EL. (ft): 32.4' DATE START/END: 5/9/2022

VERTICAL DATUM: NAVD88 DRILLING COMPANY: Northern Drill Service, Inc.

TOTAL DEPTH (ft): 31' DRILLER NAME: Tim Tucker / Justin Raymond

LOGGED BY: Justen St. Onge RIG TYPE: Mobile Drill Rig B-53

DRILLING INFORMATION

HAMMER TYPE: 140-lb Automatic Hammer CASING I.D./O.D.: 4.5" O.D. FJS Casing CORE BARREL TYPE: N/A

AUGER I.D./O.D.: N/A DRILL ROD O.D.: 2" & 3" Split Spoon Sampler CORE BARREL I.D./O.D.: N/A

DRILLING METHOD: Rotary wash w/ casing; standard sampling method

WATER LEVEL ELEVATIONS (ft): Groundwater observed at 14.0' upon completion.

ABBREVIATIONS: Pen. = Penetration Length Rec. = Recovery Length RQD = Rock Quality Designation = Length ofSound Cores>4 in / Pen, % WOR = Weight of Rods WOH = Weight of Hammer

S = Split Spoon Sample C = Core Sample U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

Qp = Pocket Penetrometer Strength Sv = Pocket Torvane Shear Strength LL = Liquid Limit PI = Plasticity Index PID = Photoionization Detector I.D./O.D. = Inside Diameter/Outside Diameter

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140 lb. hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

PROJECT NAME: Providence VA NOTES:

CITY/STATE: Providence, Rhode Island

PROJECT NUMBER: 20-70

Elev.

(ft)

Depth

(ft) Sample

No.

Sample Information

Depth (ft)

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Drilling Remarks/ Field Test Data

G ra p h ic

L o g

Soil and Rock Description

U P

P E

R G

LA

C

IA

L

D E

P O

S

IT

S

LO

W E

R G

LA

C

IA

L

D E

P O

S

S1

S2

S3

S4

S5

S6

S7

0.0 to 2.0

4.0 to 6.0

9.0 to

11.0

14.0 to

16.0

19.0 to

21.0

24.0 to

26.0

29.0 to

31.0

24/15

24/14

24/11

24/12

24/11

24/9

24/9

3-4-5-11

2-1-2-3

11-12-13-

9-12-12-

15-20-22-

13-14-16-

6-7-8-10

Possible shell fragements observed within sample.

S1: SILTY SAND (SM); Brown, dry, 60% fine to medium sand, 30% nonplastic fines, 10% fine to coarse gravel.

S2: SILTY SAND WITH GRAVEL (SM); Brown, wet, 61.6% fine to medium sand, 20.9% fine gravel, 17.5% nonplastic fines.

S3: WELL GRADED SAND WITH SILT (SW-SM); Brown, moist, 80% fine to coarse sand, 10% nonplastic fines, 10% fine to coarse gravel.

S4: WELL GRADED SAND WITH SILT (SW-SM); Orangish brown, wet, 75% fine to coarse sand, 15% fine to coarse gravel, 10% nonplastic fines.

S5: SILTY SAND WITH GRAVEL (SM); Dark brown, wet, 60% fine to coarse sand, 20% nonplastic fines, 20% fine to coarse gravel.

S6: SILTY SAND WITH GRAVEL (SM); Olive, wet, 40% fine to coarse sand, 40% fine to coarse gravel, 20% nonplastic fines.

S7: WELL GRADED SAND WITH SILT (SW-SM); Dark brown, wet, 75% fine to coarse sand, 15% fine to coarse gravel, 10% nonplastic fines.

Bottom of boring at 31'. Groundwater monitoring well installed upon completion.

BORING INFORMATION BORING

B-4

LOCATION See Fig. 4 - Subsurface Exploration Location Plan

GROUND SURFACE EL. (ft): 37.9' DATE START/END: 5/5/2022

VERTICAL DATUM: NAVD88 DRILLING COMPANY: Northern Drill Service, Inc.

TOTAL DEPTH (ft): 31' DRILLER NAME: Tim Tucker / Justin Raymond

LOGGED BY: Justen St. Onge RIG TYPE: Mobile Drill Rig B-53

DRILLING INFORMATION

HAMMER TYPE: 140-lb Automatic Hammer CASING I.D./O.D.: 4.5" O.D. FJS Casing CORE BARREL TYPE: N/A

AUGER I.D./O.D.: N/A DRILL ROD O.D.: 2" Split Spoon Sampler CORE BARREL I.D./O.D.: N/A

DRILLING METHOD: Rotary wash w/ casing; standard sampling method

WATER LEVEL ELEVATIONS (ft): Not measured; monitoring well installed.

ABBREVIATIONS: Pen. = Penetration Length Rec. = Recovery Length RQD = Rock Quality Designation = Length ofSound Cores>4 in / Pen, % WOR = Weight of Rods WOH = Weight of Hammer

S = Split Spoon Sample C = Core Sample U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

Qp = Pocket Penetrometer Strength Sv = Pocket Torvane Shear Strength LL = Liquid Limit PI = Plasticity Index PID = Photoionization Detector I.D./O.D. = Inside Diameter/Outside Diameter

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140 lb. hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

PROJECT NAME: Providence VA NOTES:

CITY/STATE: Providence, Rhode Island

PROJECT NUMBER: 20-70

Elev.

(ft)

Depth

(ft) Sample

No.

Sample Information

Depth (ft)

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Drilling Remarks/ Field Test Data

G ra p h ic

L o g

Soil and Rock Description

U P

P E

R G

LA

C

IA

L

D E

P O

S

IT

S

LO

W E

R G

LA

C

IA

L

D E

P O

S

APPENDIX C

PROJECT TEST BORING LOGS

13-15

18-20

23-25

Medium dense, moist, brown, fine to coarse SAND AND GRAVEL, some Silt

Medium dense, moist, brown, fine to coarse SAND, some Gravel, some Silt

24/8

24/7

24/4

1D

2D

3D

7-5-5-

4-10- 14-11

5-6-6-6

Water Level

AUGER ID/OD: N/A / N/A

ELEVATION (FT): 71' Estimated bpf = Blows per Foot

TOTAL DEPTH (FT): 43.0

U = Thin Walled Tube Sample

DRILLER: Chris Knight

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE:

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Jethro Celamy

CORE BARREL:

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: 4 in / 4 1/2 inHAMMER WEIGHT (lbs): 140 / 300

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30 / 16

DRILLING CO.: New England Boring

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Cased Boring

WATER LEVEL DEPTHS (ft): 23.5 ft 42 ft 6/19/2023 03:30 pm

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR:

(Continued Next Page)

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

SAMPLE INFORMATION

H20 Depth

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

.G

P J

S W

C E

T E

M P

LA

T

E .G

D T

/1

/2

DATE FINISH: 5/19/2023

BORING NO.: B-23-1

BORING NO.: B-23-1

PROJECT NO. 23009

SHEET: 1 of 2

DATE START: 5/19/2023

BORING LOG

PROJECT: VA Hospital Electric Substation CLIENT: Northeast Infrastructure, LLC

LOCATION: 830 Chalkstone Street, Providence, Rhode Island

Well Diagram

13.0

20.0

28-30

33-35

38-40

Medium dense, moist, brown/gray silty fine

SAND

Boulder

Bottom of Exploration at 43.0 feet

24/6

24/9

24/5

4D

5D

6D

7-7-7-8

8-5-8-

10-7-9-

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

SAMPLE INFORMATION

H20 Depth

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

.G

P J

S W

C E

T E

M P

LA

T

E .G

D T

/1

/2

DATE FINISH: 5/19/2023

BORING NO.: B-23-1

BORING NO.: B-23-1

PROJECT NO. 23009

SHEET: 2 of 2

DATE START: 5/19/2023

BORING LOG

PROJECT: VA Hospital Electric Substation CLIENT: Northeast Infrastructure, LLC

LOCATION: 830 Chalkstone Street, Providence, Rhode Island

Well Diagram

31.0

40.0

8-10

13-15

18-20

23-25

Medium dense, moist, brown, fine to coarse SAND, some Gravel, trace Silt

No recovery

24/6

24/8

24/5

24/0

1D

2D

3D

4D

10-12- 8-6

7-7-10-

7-7-7-7

11-14- 15-17

Water Level

AUGER ID/OD: N/A / N/A

ELEVATION (FT): 75.5' Estimated bpf = Blows per Foot

TOTAL DEPTH (FT): 40.0

U = Thin Walled Tube Sample

DRILLER: Chris Knight

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE:

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Jethro Celamy

CORE BARREL:

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: 4 in / 4 1/2 inHAMMER WEIGHT (lbs): 140 / 300

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30 / 16

DRILLING CO.: New England Boring

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Cased Boring

WATER LEVEL DEPTHS (ft): 23.5 ft

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR:

(Continued Next Page)

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

.G

P J

S W

C E

T E

M P

LA

T

E .G

D T

/1

/2

DATE FINISH: 5/19/2023

BORING NO.: B-23-2

BORING NO.: B-23-2

PROJECT NO. 23009

SHEET: 1 of 2

DATE START: 5/19/2023

BORING LOG

PROJECT: VA Hospital Electric Substation CLIENT: Northeast Infrastructure, LLC

LOCATION: 830 Chalkstone Street, Providence, Rhode Island

20.0

28-30

33-35

38-40

Medium dense to dense, moist, brown/gray, gravelly fine to coarse SAND, some Silt

Bottom of Exploration at 40.0 feet

24/9

24/12

24/10

5D

6D

7D

13-15- 13-13

15-23- 27-25

12-14- 21-31

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

.G

P J

S W

C E

T E

M P

LA

T

E .G

D T

/1

/2

DATE FINISH: 5/19/2023

BORING NO.: B-23-2

BORING NO.: B-23-2

PROJECT NO. 23009

SHEET: 2 of 2

DATE START: 5/19/2023

BORING LOG

PROJECT: VA Hospital Electric Substation CLIENT: Northeast Infrastructure, LLC

LOCATION: 830 Chalkstone Street, Providence, Rhode Island

28.0

APPENDIX D

LABORATORY TEST RESULTS

Project Name PROVIDENCE RI - VA HOSPITAL SUBSTATION REPLACEMENT -

EXPLORTIONS AND GEOTECHNICAL ENGINEERING SERVICES

Project Number 23009

Lab ID 428R

Material Source B23-1, S-1 13-15.0' Date Completed 6/9/2023

Tested By BENJAMIN BERMAN

Date Received 6/6/2023

ASTM C-117 & C-136

Client NORTHEAST INFRASTRUCTURE, LLC

Report of Gradation

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.00100.01000.10001.000010.0000100.0000

SIEVE SIZE - mm

A M

O U

N T

P A

S S

IN

G

3" 2" 1" #10 #20 #40 #100 #2001/2" 1/4"

SIEVE SIZE AMOUNT PASSING (%)STANDARD

DESIGNATION (mm/µm)

6" 100150 mm 4" 100100 mm 3" 10075 mm 2" 10050 mm

1-1/2" 10038.1 mm 1" 8625.0 mm

3/4" 8119.0 mm 1/2" 7112.5 mm 3/8" 699.5 mm

No. 4 38% Gravel624.75 mm No. 10 532.00 mm No. 20 40850 um No. 40 48.2% Sand30425 um No. 60 23250 um

No. 100 18150 um No. 200 13.7% Fines13.775 um

SheetComments: Moisture (%) - 18.7

Project Number 23009

Lab ID 429R

Material Source B-23-2, S-1 10-12.0' Date Completed 6/9/2023

Tested By BENJAMIN BERMAN

Date Received 6/6/2023

ASTM C-117 & C-136

Client NORTHEAST INFRASTRUCTURE, LLC

Report of Gradation

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.00100.01000.10001.000010.0000100.0000

SIEVE SIZE - mm

A M

O U

N T

P A

S S

DESIGNATION (mm/µm)

6" 100150 mm 4" 100100 mm 3" 10075 mm 2" 10050 mm

1-1/2" 10038.1 mm 1" 10025.0 mm

3/4" 10019.0 mm 1/2" 9712.5 mm 3/8" 969.5 mm

No. 4 11.9% Gravel884.75 mm No. 10 682.00 mm No. 20 40850 um No. 40 84.4% Sand21425 um No. 60 12250 um

No. 100 7150 um No. 200 3.6% Fines3.675 um

SheetComments: Moisture (%) = 10.2

Project Number 23009

Lab ID 433R

Material Source B-23-1, S3, 23' - 25' Date Completed 6/14/2023

Tested By BENJAMIN BERMAN

Date Received 6/9/2023

ASTM C-117 & C-136

Client NORTHEAST INFRASTRUCTURE, LLC

Report of Gradation

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.00100.01000.10001.000010.0000100.0000

SIEVE SIZE - mm

A M

O U

N T

P A

S S

DESIGNATION (mm/µm)

6" 100150 mm 4" 100100 mm…