S02_Attachment 08 (Geotechnical Rec Report)_36C24125R0014.pdf

ATTACHMENT 8

Geo-Technical Recommendations Report

47 pages

July, 2022

Providence, Rhode Island VA Health Care System (650)

“Replace Primary Substation”

Construction

Geotechnical Recommendations Report

U.S. Department of Veterans Affairs

V.A. Medical Center Providence

Relocation of Armed Forces Blvd.

830 Chalkstone Avenue

Providence, Rhode Island

AP 66, Lot 1

Prepared for:

Mr. Christopher Geary, P.E.

Acela Architects & Engineers PC

2633 Moravian Avenue

Allentown, PA 18103

Submission Date:

July 2022

Submitted by:

U.S. Dept. of Veterans Affairs July 2022

Relocation of Armed Forces Blvd.

TABLE OF CONTENTS

1 INTRODUCTION

2 PROJECT AND SITE DESCRIPTION

2.1 USDA Soil Classification

2.2 Geologic Setting

3 SUBSURFACE EXPLORATIONS

3.1 JCE Test Holes

3.2 JCE Soil Borings

3.3 Generalized Subsurface Conditions

3.4 Groundwater

3.5 Laboratory Testing

4 GEOTECHNICAL RECOMMENDATIONS

4.1 Retaining Wall Design

4.2 Seismic Design

4.3 Pavement Recommendations

5 CONSTRUCTION RECOMMENDATIONS

5.1 Earthwork

5.2 Cuts and Fills / Retaining Walls

5.3 Subgrade Preparation

5.4 Dewatering

5.5 Freezing Conditions

5.6 Reuse of On-Site Soils

6 LIMITATIONS

FIGURES

Figure 1 – Locus Map

Figure 2 – Surficial Geology Map

Figure 3 – Bedrock Geology Map

Figure 4 – Subsurface Exploration Location Plan

APPENDICIES

Appendix A: Test Pit Logs

Appendix B: Boring Logs

Appendix C: Laboratory Test Data

Relocation of Armed Forces Blvd.

1 INTRODUCTION

This report presents our geotechnical recommendations for the proposed relocation of a portion of Armed Forces Boulevard at the existing Veterans Affairs Medical Center

(VAMC) located at 830 Chalkstone Avenue, Providence, Rhode Island. The scope of this project includes the relocation of a portion of Armed Forces Boulevard to be supported by several retaining walls.

2 PROJECT AND SITE DESCRIPTION

The Providence VAMC is located at 830 Chalkstone Avenue in the City of Providence, Rhode Island. The subject property, also identified as Tax Assessor Plat Map (AP) 66, Lot

1, consists of approximately 37.67 acres of land (see Figure 1 for general site Locus Map).

The overall Providence VAMC consists of a campus of approximately 24 buildings, including the approximately 310,000± square foot main hospital building which has been subject to various expansion projects over the years.

The project area lies between the main hospital building and the adjacent Davis Park. Due to recent changes in federal rules and regulations relative to separation between roadways and federal hospital buildings, the existing Armed Forces Boulevard is proposed to be relocated to the north and east to a steeply sloped area adjacent to Davis Park. Due to the existing steeply sloped topography in the area of the proposed relocation, numerous retaining walls will be required to support the proposed roadway relocation.

2.1 USDA Soil Classification

According to the Soil Survey of Rhode Island, prepared by the US Department of

Agriculture, Soil Conservation Service, the soils on the site consist of:

Hinckley loamy sand, 15 to 25 percent slopes (HkD). Generally, HkD soils consist of sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist with groundwater tables greater than 80-inches below the ground surface.

Merrimac-Urban land complex (MU). Generally, MU soils consist of sandy and gravelly glacial deposits with groundwater tables greater than 80-inches below the ground surface.

These soils generally consist of fill, requiring on-site analysis for assessment of use.

Rippowam fine sandy loam (Ru). Generally, Ru soils consist of coarse-loamy alluvium over sandy and gravelly alluvium derived from granite and gneiss with groundwater tables greater than 80-inches below the ground surface.

Relocation of Armed Forces Blvd.

Udrothents-Urban land complex (UD). Generally, UD soils consist of human transported material with groundwater tables greater than 80-inches below the ground surface. These soils generally consist of fill, requiring on-site analysis for assessment of use

2.2 Geologic Setting

The existing USGS Surficial Geology Map for the Providence Quadrangle, prepared in the late-1950’s, indicates that the surficial geology of the subject site consists of outwash plains, consisting primarily of well sorted sand and local deposits of coarse gravel. The existing USGS Bedrock Geology Map for the Providence Quadrangle, prepared in late-

1950’s, indicates that the site is further underlain by conglomerate, sandstone, shale and anthracite of the Rhode Island formation. The USGS Surficial Geology Maps and USGS

Bedrock Geology Map with the project site overlaid are shown on Figures 2 and 3, respectively.

3 SUBSURFACE EXPLORATIONS

3.1 JCE Test Holes

JCE engaged Shalvey Brothers Landscape, Inc. (SBL) of Warwick, Rhode Island to excavate test holes for the proposed VAMC roadway relocation. The primary purpose of the test holes was to evaluate the depth to the seasonal high groundwater table for purposes of stormwater management design. SLB excavated five (5) test holes within the proposed relocation of Armed Forces Boulevard (TH-1 through TH-5) on Tuesday, May 26, 2022.

A JCE engineer was on-site full time to coordinate and document the explorations. Test pit logs are included in Appendix A. Test pit locations are shown on Figure 4 and were located using a Carlson BRX-7 GPS Rover with sub-inch accuracy.

3.2 JCE Soil Borings

JCE engaged Northern Drill Service, Inc. (NDS) of Northborough, Massachusetts to drill the borings for the proposed VAMC roadway relocation. NDS drilled nine (9) borings along proposed retaining wall alignments associated with the proposed relocation of Armed

Forces Boulevard (B-1 through B-9) between Monday, May 2, 2022 and Friday, May 6, 2022 using rotary wash drilling techniques. A JCE engineer was on-site full time to coordinate and document the explorations and to collect soil samples. Boring logs are included in Appendix B. Boring locations are shown on Figure 4 and were located using a Carlson BRX-7 GPS Rover with sub-inch accuracy.

A JCE field Engineer visually classified soil samples in the field using ASTM D2488

Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).

A Rhode Island Registered Professional Engineer later checked field classifications at

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JCE’s office. Standard Penetration Tests (SPTs) were performed at standard 5-foot intervals for all borings until the proposed termination depth. A summary of the exploration program performed by JCE for the site is provided in Table 1.

Table 1: Subsurface Exploration Data

Exploration

ID

Northing(1) Easting(1)

Ground

Surface

Elevation

(ft)(2)

Termination

Depth

(feet)

Termination

Elevation

(ft)(2)

TH-1 273085.7302 346533.4443 37.6 8.0 29.6

TH-2 272993.4166 346612.5014 32.9 8.0 24.9

TH-3 272930.4828 346692.8887 29.1 8.0 21.1

TH-4 272858.9547 346765.3878 22.8 8.0 14.8

TH-5 272797.8926 346937.1206 19.0 10.0 9.0

B-1 273389.0867 346472.7427 38.5 31.0 7.5

B-2 273265.3027 346450.7385 53.2 31.0 22.2

B-3 273150.0391 346578.0430 32.4 31.0 1.4

B-4 273101.4512 346541.6640 37.9 31.0 6.9

B-5 273023.3918 346600.5134 47.2 31.0 16.2

B-6 272941.1523 346651.9932 34.6 31.0 3.6

B-7 272915.6073 346693.7877 29.9 31.0 -1.1

B-8 272845.9813 346766.6876 22.5 31.0 -8.5

B-9 272757.9276 346921.5712 7.2 31.0 -23.8

1. Horizontal datum is NAD83, Rhode Island State Plane Coordinate System (Zone 3800)

2. Vertical datum is North American Vertical Datum of 1988 (NAVD88).

All soil samples collected as a result of our explorations are being stored at our office in

Warwick, Rhode Island. The soil samples will be held for six (6) months after the issuance of this report. We will discard the samples after the six (6) months has elapsed unless other arrangements are made.

3.3 Generalized Subsurface Conditions

Subsurface conditions were generally consistent between all borings performed by JCE.

The subsurface conditions are only known at the boring locations; conditions elsewhere may vary significantly. A description of the major soil layers encountered in the borings is presented below.

Relocation of Armed Forces Blvd.

Topsoil – A 4- to 12-inch thick layer of top soil was encountered at all test pit and boring locations.

Upper Glacial Deposits – A layer of granular glacial deposits was observed below the topsoil at all test pit and boring locations. The upper glacial deposits layer may include some previously disturbed material / fill material, though nothing unsuitable was observed.

The upper glacial deposits layer averaged about 5-feet in thickness and generally consisted of about 70 percent fine to medium sand, 20 percent nonplastic fines and 10 percent fine to coarse gravel. SPT N-values taken in the upper glacial deposits layer ranged from 2 blows per foot (bpf) to 20 bpf, with a median value of 8 bpf, indicating a loose to medium dense soil.

Lower Glacial Deposits– A layer of granular glacial deposits was observed below the upper glacial deposits layer at all test pit and boring locations. All test pits and borings were terminated within this layer. The lower glacial deposits generally consisted of about 70 percent fine to medium sand, 15 percent nonplastic fines and 15 percent fine to coarse gravel. SPT N-values taken in the upper glacial deposits layer ranged from 8 bpf to 61 bpf, with a median value of 20 bpf, indicating a medium dense soil.

3.4 Groundwater

Groundwater was encountered within some of the subsurface explorations and are summarized in Table 2 below. It should be noted that significant fluctuations in groundwater levels can occur due to variations in rainfall rates and volumes.

Table 2: Groundwater Summary

ID

Ground Surface

Elevation (ft)(1)

Water

Depth(ft)

Water El.

(ft)(1)

Type of

Reading

TH-1 37.6 5.0 32.6 SHGWT

TH-2 32.9 4.0 28.9 SHGWT

TH-3 29.1 3.3 25.8 SHGWT

TH-4 22.8 6.3 16.5 SHGWT

TH-5 19.0 7.2 11.8 SHGWT

B-1 38.5 18.8 19.7 EOD

B-2 53.2 NE NE --

B-3 32.4 14.0 18.4 EOD

B-4(MW) 37.9 25.75 12.15 MW – 5/5/2022

1.Vertical datum is North American Vertical Datum of 1988 (NAVD88).

2. NE = Not Encountered, EOD = End of Drilling, MW = Monitoring Well

Relocation of Armed Forces Blvd.

Table 2: Groundwater Summary (continued)

Ground Surface

Elevation (ft)(1)

Water

Depth(ft)

Water El.

(ft)(1) Type of Reading

B-4(MW) 37.9 NE NE MW – 5/6/2022

B-4(MW) 37.9 NE NE MW – 5/9/2022

B-4(MW) 37.9 NE NE MW – 5/24/2022

B-4(MW) 37.9 NE NE MW – 6/16/2022

B-4(MW) 37.9 NE NE MW – 6/23/2022

B-4(MW) 37.9 NE NE MW – 7/1/2022

B-5 47.2 ND ND --

B-6 34.6 20.8 13.8 EOD

B-7 29.9 15.5 14.0 EOD

B-8 22.5 11.5 11.0 EOD

B-9(MW) 7.2 6.5 0.7 MW - 5/3/2022

B-9(MW) 7.2 5.1 2.1 MW - 5/4/2022

B-9(MW) 7.2 5.4 1.8 MW - 5/5/2022

B-9(MW) 7.2 4.2 3.0 MW - 5/6/2022

B-9(MW) 7.2 4.2 3.0 MW - 5/9/2022

B-9(MW) 7.2 5.5 1.7 MW - 5/24/2022

B-9(MW) 7.2 5.0 2.5 MW – 6/16/2022

B-9(MW) 7.2 4.5 2.7 MW - 6/23/2022

B-9(MW) 7.2 4.5 2.7 MW - 7/1/2022

1.Vertical datum is North American Vertical Datum of 1988 (NAVD88).

2. NE = Not Encountered, ND = Not Determined, EOD = End of Drilling, MW = Monitoring Well

3.5 Laboratory Testing

Laboratory testing was performed on representative soil samples to confirm field identifications, to establish engineering characteristics for use in design, and to assess suitability for reuse. Laboratory testing was performed by Thielsch Engineering Inc.’s soils laboratory in Cranston, Rhode Island and included twelve (12) grain size analyses in accordance with ASTM D422. Results of the laboratory testing program have been incorporated into the boring logs and are summarized in Table 3 below. Laboratory test sheets are provided in Appendix C.

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Table 3: Laboratory Testing Summary

Sample /

Depth

Gravel

Sand

Fines USCS Class.

B-1 S1 / 0-2’ 11.0 64.3 24.7 SM

B-1 S2 / 4-6’ 30.7 47.0 22.3 SM

B-2 S2 / 4-6’ 19.4 67.0 13.6 SM

B-3 S1 / 0-2’ 15.2 71.7 13.1 SM

B-4 S2 / 4-6’ 20.9 61.6 17.5 SM

B-5 S1 / 0-2’ 0.7 77.8 21.5 SM

B-6 S2 / 0-2’ 36.8 50.4 12.8 SM

B-6 S6 / 10-12’ 3.8 66.2 30.0 SM

B-7 S2 / 4-6’ 17.3 62.3 20.4 SM

B-8 S1 / 0-2’ 2.2 93.8 4.0 SP

B-9 S1 / 0-2’ 3.9 84.6 11.5 SP-SM

B-9 S4 / 14-16’ 29.8 54.5 15.7 SM

4 GEOTECHNICAL RECOMMENDATIONS

4.1 Retaining Wall Design

We understand that the proposed retaining walls used to support the roadway relocation are anticipated to include a combination of wet stone masonry walls with concrete footings and sheet pile walls with a stone veneer. The upper or lower glacial deposits layers, or gravel borrow extending down to either of these layers, are best suited for support of the proposed wet stone masonry retaining wall foundations. We recommend the net allowable bearing pressures presented in Table 4 be used for design of retaining wall footings.

Table 4: Recommended Net Allowable Bearing Pressures

Bearing Stratum Net Bearing

Pressure (tsf)

Net Bearing

Pressure (psf)

Upper Glacial Deposits 1 2,000

Lower Glacial Deposits 3 6,000

Gravel Borrow atop

Upper Glacial Deposits 1 2,000

Gravel Borrow atop

Lower Glacial Deposits 3 6,000

We recommend wall footings be no less than 3-ft in width; any footings less than 3-feet wide should be designed with a net allowable bearing pressure reduced proportionately.

Relocation of Armed Forces Blvd.

Wall footings should bear no less than 3’-4” below finish grade for frost protection. We estimate that total footing settlements will be about ¾-inch, most of which is expected to occur during or immediately after construction. These estimates assume that the foundation and subgrades are designed and constructed according to the recommendations in this report. Additional geotechnical soil design parameters for use in the design are presented in Table 5 below.

Groundwater tables varied significantly throughout the project area. For design purposes, we recommend assuming a groundwater table of 5-ft below the existing ground surface throughout the project area. Retaining walls should be designed to allow for adequate drainage, including a dedicated drainage system consisting of a 6-inch diameter HDPE perforated pipe within a 12- to 18-inch-thick layer of crushed stone wrapped in a non-woven geotextile filter fabric. The drainage system should discharge via gravity into the site’s stormwater management system, or may discharge out the wall face via weep holes.

Retaining walls should be designed assuming groundwater levels may rise to the elevation of the bottom of the drainage system. Where drainage cannot be provided, walls must be designed to withstand full hydrostatic pressure.

Table 5: Geotechnical Parameters for Use in Design

Soil Material

Total Unit Weight Drained Parameters

Above

GWT

Below

GWT

Friction

Angle Cohesion

Earth Pressure

Coefficients γt (pcf) γsat (pcf) ϕ (deg.) c’ (ksf) Ko Ka Kp

Common Borrow 120 125 32 0 0.47 0.31 3.3

Gravel Borrow 120 125 34 0 0.44 0.28 3.5

In-Situ Upper

Glacial Deposits 115 120 29 0 0.52 0.35 2.9

In-Situ Lower

Glacial Deposits 125 130 33 0 0.46 0.29 3.4

1. The values presented are based on empirical correlations and engineering judgement.

2. Parameters to be used for footings and structures: Ko = Coefficient of Earth Pressure at Rest; Ka =

Active Earth Pressure Coefficient (Rankine); Kp = Passive Earth Pressure Coefficient (Rankine).

3. The values presented above for Common Borrow and Gravel Borrow assume material is compacted to 95% Modified Proctor maximum dry density in accordance with ASTM D1557.

4.2 Seismic Design

We recommend using Site Class D for seismic design of foundation elements in accordance with Section 1613 of the International Building Code (IBC 2018) (adopted as Rhode Island

State Building Code, Effective February 1, 2022). Foundation elements should be designed to resist earthquake lateral forces as described in Section 1613 of IBC 2018. According to

Relocation of Armed Forces Blvd.

Table 1608.1 in the Rhode Island Amendments to the IBC 2018, the following seismic coefficients should be used for seismic design:

• SS = 0.176g

• S1 = 0.062g

• SDS = 0.188g

• SD1 = 0.100g

• PGAM = 0.144g

Peak ground acceleration (PGAM) corresponds to the PGA value corrected for site effects

(as indicated in ASCE 7-10). The soils below the foundation level are not susceptible to liquefaction.

4.3 Pavement Recommendations

We recommend that the areas of proposed pavement adhere to the following minimum requirements:

Table 6: Pavement Recommendations

Pavement

Type

Bituminous

Surface Course

Bituminous

Base Course

Aggregate

Base Course

Heavy-Duty 1.5” Class 9.5 HMA 3.5” Class 19.0 HMA 12” Gravel Borrow

Standard 1.5” Class 9.5 HMA 2.5” Class 12.5 HMA 12” Gravel Borrow

Note: HMA = Hot Mix Asphalt

All materials should be in accordance with the Rhode Island Department of Transportation

Standard Specifications for Road and Bridge Construction. Heavy Duty pavement can be defined as pavement for areas subject to heavy traffic and truck traffic, such as roadways.

Standard pavement can be defined as pavement for parking lots and other low-volume roadways.

5 CONSTRUCTION RECOMMENDATIONS

5.1 Earthwork

Excavations for the proposed retaining wall foundations should not remove lateral support from any adjacent buildings or light poles foundation system without protecting the foundation against settlement or lateral translation.

Any fill placed within a 5-foot radius of proposed retaining walls should meet the gradation and compaction requirements for Gravel Borrow shown in Table 7. Backfill placed outside of the area described above should meet the gradation and compaction requirements for

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Common Borrow shown in Table 8. Any boulders encountered within subgrades should be removed and the resulting voids backfilled with compacted gravel borrow. All excavations should be made in accordance with OSHA regulations. We strongly recommend that a JCE engineer perform subgrade inspections and perform continuous observation and documentation of backfilling and compaction during construction.

Table 7: Requirements for Gravel Borrow

Sieve Size Percent Passing by Weight

3-inches 100

1/2-inch 50-100

No. 4 30-85

No. 16 15-65

No. 50 5-40

No. 200 0-8

1. Structural fill shall consist of well-graded, natural sand and gravel free of excessive clay, silt, organic matter, and other deleterious materials.

2. Material passing the No. 200 sieve should be non-plastic.

3. Structural fill shall be compacted in loose lifts no more than 9-inches-thick.

Compaction shall be to 95 percent of the maximum dry density in accordance with ASTM D1557.

Table 8: Requirements for Common Borrow

Sieve Size Percent Passing by Weight

6-inches 100

3-inches 80-100

1-inch 60-100

No. 4 20-85

No. 200 0-17

1. Common borrow shall be in accordance with Section M.01 of the Rhode Island

Department of Transportation Standard Specifications for Road and Bridge

Construction, 2004 Edition with latest addenda and shall consist of well-graded, natural sand and gravel free of excessive clay, silt, organic matter, and other deleterious materials.

2. Material passing the No. 200 sieve should be non-plastic.

3. Common Borrow shall be compacted in loose lifts no more than 12-inches-thick. Compaction shall be to 95 percent of the maximum dry density in accordance with ASTM D1557.

Relocation of Armed Forces Blvd.

5.2 Cuts and Fills / Retaining Walls

Based on the existing topography, significant cuts and fills (primarily fills) will be required to construct the roadway relocation. We recommend that cut slopes be no steeper than

3H:1V to allow for suitable planting and for ease of lawn maintenance. Steeper slopes, upwards of 2H:1V, may be suitable but will require significant vegetation and/or stone armoring for erosion control. To limit the expansiveness of fill slopes, retaining walls are proposed sitewide. Retaining walls should be designed in accordance with the geotechnical site parameters presented in Section 4 above.

5.3 Subgrade Preparation

Existing vegetation and topsoil should be stripped from all roadway and retaining wall alignments. Once natural subgrade materials are encountered, they should be proof-compacted in the presence of the geotechnical engineer of record with a minimum of ten

(10) passes of a vibratory roller having a drum weight of at least 10,000 pounds, capable of imparting a dynamic force of at least 20,000 pounds. Any observed areas of loose or otherwise unsuitable material should be over-excavated and backfilled with compacted gravel borrow as directed by the geotechnical engineer of record.

Upon approval of subgrades, fill may be placed and compacted. Any fill placed within a

5-foot radius of proposed retaining walls should meet the gradation and compaction requirements for Gravel Borrow shown in Table 7. Backfill placed outside of the area described above should meet the gradation and compaction requirements for Common

Borrow shown in Table 8. Pavements should bear on a minimum of 12-inches of compacted Gravel Borrow.

Any abandoned exiting utility lines, underground drain lines, etc. encountered within subgrades should be excavated and removed or filled with flowable fill; any excavations should be backfilled with compacted gravel borrow. Concrete for footings may be poured directly on the soil subgrade. Alternatively, a 6-inch-thick layer of crushed stone may be placed to protect approved subgrades. Bearing surfaces should be free of standing water, frost, and loose material prior to placement of reinforcing steel and concrete.

5.4 Dewatering

Groundwater may be encountered during excavation for retaining wall footings. During construction, stormwater runoff should be diverted away from open excavations. If groundwater is encountered or the contractor is unable to control stormwater runoff and ponding occurs within excavations, filtered sumps that discharge into onsite recharge pits should be adequate to control groundwater. Sumps should be located outside of the limits of the footings and should extend at least 2 feet below the bottom of the subgrade.

Construction specifications should require the contractor to maintain a groundwater level

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of at least 2 feet below the bottom of the excavation. Any subgrade soils disturbed during dewatering operations should be removed and replaced with compacted gravel borrow or

3/4-inch crushed stone.

5.5 Freezing Conditions

Soils at the site are susceptible to frost. All subgrades should be free of frost before placement of concrete. If construction is performed during freezing weather, special precautions to protect the subgrade from freezing may be required. Any frozen soil should be removed and replaced with compacted gravel borrow.

5.6 Reuse of On-Site Soils

Based on the results of the subsurface exploration program, most excavated soils will consist of silty sand. Based on the results of our laboratory testing program, it is likely on-site soils will be suitable for re-use as Common Borrow. Existing materials will need to be screened to remove over-sized cobbles and boulders prior to placement. Cobbles should be no larger than 2/3 the recommended lift thickness for any respective fill material.

6 LIMITATIONS

This report was prepared for the exclusive use of Acela Architects & Engineers PC., and the U.S. Department of Veterans Affairs. The recommendations presented in this report are based on project information provided to us at the time of this report. If there are changes in the design or the location of proposed structures, the recommendations presented within this report may require revisions or modifications. We will not accept responsibility for design based on the recommendations provided unless we are formally engaged to review final plans and specifications to ensure our recommendations have been property addressed.

The recommendations presented within this report are based on soils and groundwater data obtained from the described subsurface exploration program. Significant variations in subsurface conditions may exist which will likely not become evident until construction.

Significant variations in subsurface conditions may require revisions and modifications to the recommendations presented within this report. The data and recommendations presented in this report were collected and analyzed using generally accepted industry methods and practices.

Figures

LOCUS MAP

NOT TO SCALE

NOTE:

LOCUS MAP REFERENCES USGS US

TOPO 7.5-MINUTE MAP FOR

PROVIDENCE, RI (2015).

DESIGNED BY: DRD

DRAWN BY: JAS

CHECKED BY: JAC

DATE: JUNE 2022

PROJECT NO: 20-70

REVISIONS:

NO. DATE. DESCRIPTION

LOCUS

MAP

FIGURE

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JOE CASALI ENGINEERING, Inc.

Civil ∙ Site Development ∙ Transportation

Drainage ∙ Wetlands ∙ ISDS ∙ Traffic ∙ Floodplain

300 Post Road, Warwick, RI 02888

(401) 944-1300 (401)944-1313 FAX WWW.JOECASALI.COM

APPROXIMATE

SITE LOCATION

U.S. DEPARTMENT OF VETERANS AFFAIRS

VAMC PROVIDENCE - RELOCATION OF

ARMED FORCES BOULEVARD

830 CHALKSTONE AVENUE

PROVIDENCE, RHODE ISLAND

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LEGEND:

SURFICIAL GEOLOGY MAP

NOT TO SCALE

MAP REFERENCE:

ALONZO W. QUINN, 1959, GEOLOGIC MAP OF THE PROVIDENCE

QUADRANGLE, RHODE ISLAND-MASSACHUSETTS: U.S.

GEOLOGICAL SURVEY, SCALE 1:24,000.

APPROX. SITE LOCATION

DESIGNED BY: DRD

DRAWN BY: JAS

CHECKED BY: JAC

DATE: JUNE 2022

PROJECT NO: 20-70

REVISIONS:

NO. DATE. DESCRIPTION

GEOTECHNICAL

REPORT

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BEDROCK GEOLOGY MAP

NOT TO SCALE

MAP REFERENCE:

ALONZO W. QUINN, 1959, GEOLOGIC MAP OF THE PROVIDENCE

QUADRANGLE, RHODE ISLAND-MASSACHUSETTS: U.S.

GEOLOGICAL SURVEY, SCALE 1:24,000.

APPROX. SITE LOCATION

DESIGNED BY: DRD

DRAWN BY: JAS

CHECKED BY: JAC

DATE: JUNE 2022

PROJECT NO: 20-70

REVISIONS:

NO. DATE. DESCRIPTION

GEOTECHNICAL

REPORT

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S A

F F

A

IR

S V

A M

C P

R O

V

ID

E N

C E

R

E

LO

C A

TI

O

N O

F A

R M

E D

F O

R C

E S

B O

U

LE

V A

R D

C H

A

LK

ST

O

N E

A V

EN

U

E

PR

O V

ID

EN

C E, R H

O D

E

IS

LA

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

TH-1

B-2

B-1

B-3

B-4

B-5

B-6

B-7

B-8

B-9

TH-2

TH-3

TH-4

TH-5

PLEASANT VALLEY PKW

Y

PROPOSED RELOCATED ARMED

FORCES BOULEVARD ALIGNMENT

CHALKSTONE AVE.

PR

O

VI

D

EN

C E

VA

PA

RK

IN

G G

A

RA

G E

PROVIDENCE VA

MEDICAL CENTER

ARM

ED FO

RCES BLVD

BORING LOCATION (TYP.)

(JCE, 2022)

TEST PIT LOCATION

(TYP.) (JCE, 2022)

AIR FORCE DR

DAVIS PARK

PROPOSED RETAINING

WALL (TYP.)

B-2 (JCE, 2020)

GZ-3 (GZA, 2011)

GZ-2 (GZA, 2011)

GZ-4 (GZA, 2011)

GZ-1 (GZA, 2011)

B-3 (JCE, 2020)

B-1 (JCE, 2020)

B09-1 (PARE, 2009)

B09-2 (PARE, 2009)

B09-4 (PARE, 2009)

B09-3 (PARE, 2009)

B-1 (TERRACON, 2013)

B-2 (TERRACON, 2013)

B-5 (TERRACON, 2013)

B-6 (TERRACON, 2013)

B-3 (TERRACON, 2013)

B-8 (TERRACON, 2013)

B-9 (TERRACON, 2013)

B-7 (TERRACON, 2013)

BORINGS PERFORMED

BY OTHERS (TYP.)

FIGURE 4

DESIGNED BY: DRD

DRAWN BY: JAS

CHECKED BY: DRD

DATE: JUNE 2022

PROJECT NO. 20-70

REVISIONS:

NO. DATE. DESCRIPTION

Q

-7

Ac el a\

G eo te ch

\A

CA

D\ F4

Su bs ur fa ce

E xp lo ra ti on

L oc at io n Pl an .d w g

J un

:2 9a m

GEOTECHNICAL

REPORT

J C

E J

C E

J O

E C

A S

A

G I N

E E

R I N

G I n c

C iv il

S it e D e v e l o p m e n t

T r a n s p o r t a t io n

D r a in a g e

W e t l a n d s

I

S D

S

T r a f f ic

F l o o d p l a in

P o s t R o a d W a r w ic k R

I

-1

-1

F

W

J

O E

C A

S A

L I C

O M

EXPLORATIONSCALE (FEET)

1 INCH = FT

50 100 200 400

SUBSURFACE

LOCATION

PLAN

U .S

. D E

PA

R

TM

E

N T

O F

V E

TE

R

A N

S A

F F

A

IR

S V

A M

C P

R O

V

ID

E N

C E

R

E

LO

C A

TI

O

N O

F A

R M

E D

F O

R C

E S

B O

U

LE

V A

R D

C H

A

LK

ST

O

N E

A V

EN

U

E

PR

O V

ID

EN

C E, R H

O D

E

IS

LA

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

Excavator Type: Excavator Reach:

Joe Casali Engineering, Inc.

(12 - 36"): SILTY SAND (SM); Dark brown / brown, dry, ~65% fine to medium sand, ~25% nonplastic fines, ~10% fine to coarse gravel.

Loamy Sand.

U P

P

ER

G

LA

C

IA

L

D

EP

O

SI

TS

LO

W

ER

G

LA

C

IA

L D

EP

O

SI

TS

(36 - 96"): POORLY GRADED SAND WITH SILT (SP-SM); Light brown, dry, ~80% fine to medium sand, ~10% nonplastic fines, ~10% fine to coarse gravel. Loamy Sand.

TS

(0 - 12"): TOPSOIL

HSG A

2.41 in/hr

Oxidation observed at ~48".

NA

HSG A

2.41 in/hr

48-inches

Impervious/Limiting Layer Depth: Not Encountered

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

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-2

See Figure 4 - Exploration Location Plan April 26, 2022

El. 32.9' - NAVD 88 Overcast, 52 deg. F

Excavator Type: Excavator Reach:

Joe Casali Engineering, Inc.

(0 - 8"): TOPSOIL

HSG A

2.41 in/hr

NA

HSG A

2.41 in/hr

TS

U

P P

ER

G

LA

C

IA

L

D

EP

O

SI

TS

LO

W

ER

G

LA

C

IA

L D

EP

O

SI

TS

(8 - 40"): SILTY SAND WITH GRAVEL (SM); Dark brown / brown, dry, ~60% fine to medium sand, ~25% nonplastic fines, ~15% fine to coarse gravel. Loamy Sand.

(40 - 64"): POORLY GRADED SAND WITH SILT (SP-SM); Orange/brown, dry, ~80% fine to medium sand, ~10% nonplastic fines, ~10% fine gravel. Loamy Sand.

Oxidation observed at ~40".

40-inches

Impervious/Limiting Layer Depth: Not Encountered

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

(64 - 96"): SILTY SAND WITH GRAVEL (SM); Gray/brown, dry, ~65% fine to coarse sand, ~20% nonplastic fines, ~15% fine to coarse gravel.

Loamy Sand.

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-3

See Figure 4 - Exploration Location Plan April 26, 2022

El. 29.1' - NAVD 88 Overcast, 52 deg. F

Excavator Type: Excavator Reach:

Joe Casali Engineering, Inc.

(0 - 12"): TOPSOIL

(12 - 60"): SILTY SAND WITH GRAVEL (SM); Dark brown / brown, dry, ~55% fine to medium sand, ~25% nonplastic fines, ~20% fine to coarse gravel. Loamy Sand.

(60 - 84"): POORLY GRADED SAND WITH SILT (SP-SM); Orange/brown, dry, ~80% fine to medium sand, ~10% nonplastic fines, ~10% fine gravel. Loamy Sand.

(84 - 96"): SILTY SAND WITH GRAVEL (SM); Gray/brown, dry, ~60% fine to medium sand, ~25% nonplastic fines, ~15% fine to coarse gravel. Loamy Sand.

NA

HSG A

2.41 in/hr

76-inches

Impervious/Limiting Layer Depth: Not Encountered

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

TS

U

P P

ER

G

LA

C

IA

L

D

EP

O

SI

TS

LO

W

ER

G

LA

C

IA

L D

EP

O

SI

TS

HSG A

2.41 in/hr

Depth

(ft)

Sample

Type/No. La ye r

Remarks Soil and Rock Description

Oxidation observed at ~76".

TH-4

See Figure 4 - Exploration Location Plan April 26, 2022

El. 22.8' - NAVD 88 Overcast, 52 deg. F

CAT 420E Backhoe Approx. 12-feet

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

Estimated Hydraulic

Conductivity

Excavator Type: Excavator Reach:

TS

LO

W

ER

G

LA

C

IA

L D

EP

O

SI

TS

NA

FI

LL

TS (0 - 4"): TOPSOIL

(4 - 48"): SILTY SAND (SM); Light brown, dry, ~70% fine to medium sand, ~20% nonplastic fines, ~10% fine to coarse gravel, FILL.

Strong oxidation observed at ~86".

(48 - 56"): SILTY SAND WITH GRAVEL (SM); Dark brown/black, dry, ~55% fine to medium sand, ~30% nonplastic fines, ~15% fine to coarse gravel, BURIED TOPSOIL.

HSG A

2.41 in/hr

Joe Casali Engineering, Inc.

Groundwater seepage observed at 110-inches. 86-inches

Impervious/Limiting Layer Depth: Not Encountered

Providence VA

20-70

Bottom of test hole at 120-inches. Open excavation backfilled with previously excavated material upon completion.

(56 - 120"): SILTY SAND WITH GRAVEL (SM); Orange brown, moist, ~60% fine to coarse sand, ~25% nonplastic fines, ~15% fine to coarse gravel. Loamy Sand.

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-5

See Figure 4 - Exploration Location Plan April 26, 2022

El. 19.0 - NAVD 88 Overcast, 52 deg. F

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

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

24/10

24/23

24/13

24/12

24/8

24/12

24/0

1-1-1-1

2-2-1-3

3-6-9-13

8-8-13-16

8-8-8-8

7-9-8-8

10-8-6-9

Strong oxidation observed at 10-ft.

No recovery with 2" sampler;

redrove with 3" sampler, no recovery.

S1: SILTY SAND (SM); Dark brown, dry, 77.8% fine to medium sand, 21.5% nonplastic fines, 0.7% fine gravel.

S2: WELL GRADED SAND (SW-SM); Light brown, dry, 90% fine to medium sand, 10% nonplastic fines.

S3: WELL GRADED SAND WITH SILT (SW-SM); Gray/Orange, moist, 95% fine sand, 5% nonplastic fines.

S4: WELL GRADED SAND WITH SILT (SW-SM); Brownish gray, moist, 85% fine to coarse sand, 10% nonplastic fines, 5% fine gravel.

S5: SILTY SAND (SM); Brownish gray, moist, 75% fine to coarse sand, 15% nonplastic fines, 10% fine to coarse gravel.

S6: SILTY SAND (SM); Brown, wet, 70% fine to coarse sand, 20% nonplastic fines, 10% fine to coarse gravel.

S7: No recovery.

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

BORING INFORMATION BORING

B-5

LOCATION See Fig. 4 - Subsurface Exploration Location Plan

GROUND SURFACE EL. (ft): 47.2' 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" & 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): Not measured

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

S8

S9

S10

0.0 to 2.0

2.0 to 4.0

4.0 to 6.0

6.0 to 8.0

8.0 to

10.0

10.0 to

12.0

14.0 to

16.0

19.0 to

21.0

24.0 to

26.0

29.0 to

31.0

24/12

24/18

24/0

24/10

24/10

24/15

24/12

24/0

24/9

24/10

2-2-3-6

6-15-15-8

6-4-5-5

8-10-11-

9-8-9-10

12-12-10-

10-12-11-

10-9-8-10

5-4-4-5

7-12-11-

No recovery with 2" sampler;

redrove with 3" sampler, no recovery.

Strong oxidation observed throughout sample.

Strong oxidation observed throughout sample.

No recovery with 2" sampler;

redrove with 3" sampler, no recovery.

S1: SILTY SAND (SM); Dark brown, dry 65% fine to medium sand, 25% nonplastic fines, 10% fine to coarse gravel.

S2: SILTY SAND WITH GRAVEL (SM); Brown, dry, 50.4% fine to medium sand, 36.8% fine to coarse gravel, 12.8% nonplastic fines.

S3: No recovery.

S4: WELL GRADED SAND WITH SILT (SW-SM); Brown, moist, 90% fine to coarse sand, 10% nonplastic fines.

S5: WELL GRADED SAND WITH SILT (SW-SM); Light brown, moist, 90% fine to medium sand, 10% nonplastic fines.

S6: SILTY SAND (SM); Light brown/orange, moist, 66.2% fine to coarse sand, 30.0% nonplastic fines, 3.8% fine gravel.

S7: WELL GRADED SAND WITH SILT (SW-SM); Light brown, moist, 85% fine to coarse sand, 10% nonplastic fines, 5% fine gravel.

S8: No recovery.

S9: WELL GRADED SAND WITH SILT (SW-SM); Brown, moist, 80% fine to coarse sand, 10% nonplastic fines, 10% fine to coarse gravel.

S10: WELL GRADED SAND WITH SILT (SW-SM); Orange, wet, 65% fine to coarse sand, 20% fine to coarse gravel, 15% nonplastic fines.

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

BORING INFORMATION BORING

B-6

LOCATION See Fig. 4 - Subsurface Exploration Location Plan

GROUND SURFACE EL. (ft): 34.6' DATE START/END: 5/6/2022

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; continuous & standard sampling method

WATER LEVEL ELEVATIONS (ft): Groundwater observed at 20.75' 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 G

D

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

24/8

24/14

24/12

24/11

24/14

24/10

24/6

2-2-6-9

2-2-6-10

13-20-21-

10-13-13-

10-11-10-

7-7-14-14

20-10-7-7

Strong oxidation observed throughout sample.

Strong oxidation observed throughout sample.

S1: SILTY SAND (SM); Brown, dry, 65% fine to medium sand, 35% nonplastic fines.

S2: SILTY SAND WITH GRAVEL (SM); Orangish brown, moist, 62.3% fine to coarse sand, 20.4% nonplastic fines, 17.3% fine to coarse gravel.

S3: SILTY SAND (SM); Orangish…