36C24119R0052-012.pdf

Geotechnical Report

FCA Pavement Repairs Project No. 650-07-102 VA Medical Center Providence, Rhode Island

Submitted to:

AI Engineers, Inc.

919 Middle Street Middletown, CT 06457

Submitted by:

GEI Consultants, Inc.

455 Winding Brook Drive, Suite 201 Glastonbury, CT 06033 860-368-5300

March 13, 2017 Project No. 1611265

Matthew Glunt, P.E.

Senior Geotechnical Engineer

Anna M. Hernberg, P.E. (CT) Geotechnical Engineer

Consulting

Engineers and

Scientists

G E O T E C H N I C A L R E P O R T F C A P A V E M E N T R E P A I R S V A M E D I C A L C E N T E R P R O V I D E N C E , R H O D E I S L A N D M A R C H 1 3 , 2 0 1 7

GEI Consultants, Inc. 1

Table of Contents

1. Introduction 2

1.1 Purpose 2

1.2 Scope of Services 2

1.3 Authorization 2

1.4 GEI Team 2

2. Site and Project Description 3

2.1 Site Description 3

2.2 Project Description 3

3. Exploration Procedures 4

3.1 Test Borings 4

3.2 Laboratory Testing 4

4. Subsurface Conditions 5

4.1 Geologic Setting 5

4.2 Subsurface Conditions 5

4.3 Groundwater Conditions 6

5. Geotechnical Considerations 7

5.1 General Suitability 7

5.2 Excavation and Backfill 7

5.3 Site Slopes 7

5.4 Subgrade Preparation 8

5.5 Retaining Wall Design 8

6. Limitations 10

Recommended Material Specificaitons 11

Figures

1 Site Location Map 2 Boring Location Plan

Figures

3 Site Location Map 4 Boring Location Plan

Appendices

A Boring Logs B Laboratory Test Results

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1. Introduction

1.1 Purpose

GEI understands that the Veteran’s Affairs (VA) facility in Providence is looking into realignment of the rear drive (Air Force Drive) to improve pedestrian flow and parking capacity. This report was prepared to summarize the findings of recent exploratory borings and provide preliminary recommendations for design and construction.

The primary goals of the investigation were to:

1. Assess the direct subgrade of the reconfigured road alignment and parking areas

2. Check for shallow rock and groundwater along the areas to be cut back

3. Evaluate potential for on-site reuse of excavated soils

1.2 Scope of Services

GEI’s scope of work for this project included the following:

1. Engaged a subcontractor to drill test borings.

2. Observed soil samples recovered from the test borings and prepared test boring logs.

3. Engaged a testing laboratory to perform laboratory analyses on soil samples from the test borings.

4. Summarize the geotechnical considerations associated with the proposed improvements.

5. Prepared this Geotechnical Report.

1.3 Authorization

Our work was performed in accordance with the terms and conditions of our Sub-consultant Agreement with AI Engineers dated December 9, 2016.

1.4 GEI Team

The following personnel at GEI were involved with this work:

Matthew Glunt, P.E. Project Manager/Technical Review Anna Hernberg, P.E. Geotechnical Engineer Sarah Cote, E.I.T. Field Engineer

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2. Site and Project Description

2.1 Site Description

The VA Hospital campus at 830 Chalkstone Avenue is located on a hilltop site on the northwest side of Providence, Rhode Island, as shown on Figure 1. The main entrance to the facility (Armed Forces Boulevard) is off of Chalkstone Avenue to the north of the site.

There is also a less-frequented rear entrance off Valley Street (Air Force Drive) to the south of the site.

This site was a private residence prior to construction of the facility in the 1940’s. We understand Air Force Drive maintains the approximate alignment of the previous rear access drive. The current alignment contains sharp curves with limited sight distance and is very steep in certain areas. Areas of parallel parking are maintained along the north side, and a lower patient lot (No. 10) is located about halfway up the hill.

2.2 Project Description

Conceptual plans were discussed at a site meeting and walkover with representatives from AI and VA on December 16, 2016. We understand plans are still being finalized; however, the overall goals of the project are as follows:

1. Repair the road surface and improve the drainage along Air Force Drive and at Parking Lot No. 10.

2. Improve pedestrian flow, including ADA compliance where achievable, for patients entering and parking along Air Force Drive. This could include new sidewalks and dedicated stairs to reduce the need to walk on the roadway.

3. Improve the road alignment where feasible for better sight distances and safer traffic flow. This would mainly be done along the sharp curve approximately halfway up the hill.

4. Increase parking capacity in this area of the campus by:

a. Enlarging Parking Lot No. 10 by a combination of curve straightening and cutting grade.

b. Widening the roadway to allow for slanted head-in parking.

The geotechnical investigation detailed herein was tailored around these concepts.

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3. Exploration Procedures

3.1 Test Borings

The thirteen boring locations were marked along the proposed area of work at approximately equal intervals, and at other points of interest, based on a field walk-through with representatives from AI and the VA. The locations shown on Figure 2 should be considered approximate.

New England Borings, Inc. (NEB), under subcontract to GEI, drilled thirteen borings at the site on January 12th and 13th, 2017. The appropriate one-call utility locate service (CBYD) was contacted by NEB prior to their arrival. GEI also procured the services of a geophysical firm to mark the location of private utilities and clear each boring location. The borings were advanced to depths of 10 to 16 feet below grade using a track-mounted drilling rig and hollow-stem augering techniques.

Standard Penetration Testing (SPT) and split-spoon sampling was generally performed continuously through the full depth of the borings. The track-mounted drilling rig used was equipped with a 140-lb safety hammer. Representative samples of the soils obtained from the borings were classified in general accordance with ASTM D2488 by the on-site GEI engineer. The samples were placed in appropriately identified sealed glass jars and transported to the local GEI office for storage and laboratory assignment.

After each boring was completed, the holes were backfilled with drill cuttings, and patched at the surface using cold patch asphalt where necessary.

Soil test boring logs are attached in Appendix A.

3.2 Laboratory Testing

Laboratory testing was performed on selected samples collected during the exploration program. Testing was performed by GeoTesting Express, under subcontract to GEI. Grain size analyses and moisture contents were performed to aid in soil classification and estimation of engineering properties.

Laboratory testing results are presented in Appendix B.

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4. Subsurface Conditions

4.1 Geologic Setting

The Soil Parent Materials Map of Rhode Island (Payne, NRCS, 2012) indicates the subsurface conditions within the project area consist of existing fill and glacial outwash deposits. The outwash deposits are described as stratified deposits of sand and gravel deposited by glacial melt-water streams.

Published bedrock geology maps indicate that the site is underlain by sandstone and shale of the Narragansett Bay Group – Rhode Island Formation (Hermes, USGS, 1994). The formation is gray to black sandstone and shale containing conglomerate, coal, metasedimentary rock, and schist. It is described as fine- to coarse-grained.

4.2 Subsurface Conditions

The generalized subsurface conditions based on the recent investigation are described below, beginning at the ground surface and proceeding downward. The subsurface conditions are known only at the sample locations, and the subsurface conditions may vary significantly from those described below at other locations.

Pavement Section – On Air Force Drive, boring B-03 encountered 1.5 inches of asphalt underlain by 4 inches of gravel base course. Borings B-10 through B-12 in Parking Area No.

10 encountered 3 to 4 inches of asphalt. Boring B-12 encountered 2 inches of gravel base course underlying the pavement. In Parking Area No. 6, B-01 encountered 4.5 inches of asphalt with 2 inches of gravel base course, and B-02 encountered 4 inches of asphalt.

Topsoil – The thickness of topsoil encountered in the roadway shoulder borings was generally noted as 24 inches. In boring B-06, the topsoil was approximately 4 feet and very loose. Note that recovery was low in the upper samples and there is the potential that soils between approximately 18 inches and 24 inches contain very few or no organics, but are loose in-place. In boring B-13, topsoil was not encountered. Recovered samples of topsoil typically contained roots and organic fibers.

Existing Fill – Fill was encountered beneath paved surfaces in borings B-01, B-03, B-10, B- 11, and B-12. These areas include the upper lot, directly beneath Air Force Drive, and the lower parking area. The fill was encountered directly below the asphalt to a depth of approximately 4 feet, and was generally described as silty sand (SM) to narrowly or widely graded sand (SP or SW). The consistency was generally loose to medium dense. In boring

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B-10, brick fragments were noted in the fill stratum. The fill generally had a higher silt content (up to 30 percent) to than the underlying sand and was brown to dark brown in color.

Native Sand– Native sand was encountered in all borings from approximately 2 to 4 feet below existing grade to the termination depths. Samples were generally classified as brown to orange/tan sands with 5 to 25 percent silty fines and 5 to 25 percent gravel. The fines content generally decreased with depth. SPT N-values in the native sand varied across the site from 2 to 30 blows/foot, indicating very loose to medium dense conditions. In most borings, the SPT N-values in the native sand were generally between 7 and 12 blows/foot.

4.3 Groundwater Conditions

Groundwater was not encountered in the borings at the time of the subsurface investigation.

Samples from the native sand were generally described as dry to moist. Moisture contents in tested samples from within the top four feet ranged from 7.7 to 18.1 percent; high moisture contents may be indicative of poor drainage from recent precipitation.

Groundwater level measurements represent conditions at the times and locations indicated.

Significantly different groundwater levels may occur at other times and locations.

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5. Geotechnical Considerations

Recommendations presented herein are based on our understanding of conceptual plans. The recommendations provided herein should be reviewed by GEI for continued applicability if and when revisions are made by the design team concerning configuration, grading, etc.

5.1 General Suitability

The existing fill and native sands encountered during the investigation are well-suited for the types of construction that are planned as part of this project.

We do not anticipate that bedrock or groundwater will be encountered during earthwork activities.

5.2 Excavation and Backfill

All excavations should be sloped or shored in accordance with the local, state, and federal regulations, including Occupational Safety and Health Agency (OSHA 29 CFR Part 1926) excavation trench safety standards.

Excavation is expected to be in soil, and conventional excavation with a backhoe appears feasible. Groundwater is not likely to significantly impact grading operations. However, maintaining proper site drainage throughout will be critical to the success of earthwork operations.

The existing fill and native sands can be re-used as Structural Fill or Ordinary Fill, provided they can meet the appropriate compaction requirements and do not contain deleterious materials.

Soils to be used as fill imported from off-site should also meet the attached gradation requirements. Fill placed behind retaining walls and under pavements or sidewalks should meet the compaction requirements for Structural Fill. Backfill placed in non-structural areas should meet the compaction requirements for Ordinary Fill.

5.3 Site Slopes

We recommend all constructed slopes on the project be designed with a grade not exceeding 2H:1V in steepness. Where feasible, we also recommend that the top of re-graded slopes be located at least 10 feet horizontally from buildings and pavements, to reduce the potential for damages caused by shallow sloughing. Where possible, surface

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GEI Consultants, Inc. 8 water runoff should be directed away from large slopes via the use of berms, swales, or slope drains.

In areas where the fill slope materials match an existing sloping ground surface, the lifts of fill should be benched into the existing sloping ground surface by cutting into the sloping ground surface and stair-stepping subsequent lifts of fill to prevent a planar interface between the proposed fill slope and the existing ground surface.

The soils exposed on all slope faces should be compacted with track-mounted equipment prior to covering with an erosion control fabric. The erosion control mat and vegetation should be placed as soon as feasibly possible on the exposed slope.

5.4 Subgrade Preparation

Site preparation should include the removal of all unsuitable surface materials within the limits of pavements and appurtenant structures. This includes surface vegetation, organic laden topsoil, and any unstable surface or subsurface soils.

As discussed in Section 4.2, the actual thickness of organic-rich topsoil may be lower than that noted during the investigation, due to poor sample recovery. Given the current grades, most of this material will likely be removed as part of planned site grading. There is the potential that some of this material within the lower portion of the stratum (approximately 18 to 24 inches below current grade) can remain in place at subgrade elevation, albeit with some surface compaction.

Existing fill, when encountered at subgrade elevation, should be evaluated on a case-by-case basis. Most fill will likely be removed as part of planned site grading. Based on the boring results, we expect that most fill remaining will be suitable in-place, with some re-compaction of loose areas possibly required.

After cut and fill placement operations are completed to achieve subgrade elevation, the exposed surfaces should be proof-rolled under the supervision of the geotechnical engineer, per design requirements. Subgrades that become unstable (i.e. soft, yielding, rutting, pumping, etc.) under the action of proof-rolling may require selective undercutting or further stabilization prior to placement of the structural fill or base course stone.

5.5 Retaining Wall Design

Retaining walls may be used in certain areas of the project to increase the usable surface area. All earth retaining structures used on the project should be designed using the earth pressures shown in Table 1. Retaining walls free to rotate at the top should be designed for active earth pressures. In addition to the lateral loads exerted by the soil against the walls, V A M E D I C A L C E N T E R

GEI Consultants, Inc. 9 allowance should be included for lateral stresses imposed by any temporary or long-term surcharge loads, such as cars or trucks adjacent to the walls or adjacent footing loads.

Table 1: Wall Design Parameters

Parameter Value

Total Unit Weight of Granular Backfill

125 pcf

Angle of Internal Friction (Φ) 32º

Cohesion (c) 0 psf

At-Rest Earth Pressure Coefficient, (Ko) 0.47

Active Earth Pressure Coefficient, (Ka) 0.31

Passive Earth Pressure Coefficient, (Kp) 3.0

Allowable coefficient of friction between rough concrete footing and granular bearing soil

0.45

The recommended wall design parameters do not consider the development of hydrostatic pressure behind the walls. As such, positive wall drainage must be provided for all earth retaining structures. These drainage systems can be constructed of open-graded washed stone isolated from the soil backfill with a geosynthetic filter fabric and drained by perforated pipe, or several wall drainage products made specifically for this application. Where backfill soils are not drained using an appropriately designed drainage system, the lateral soil pressure on proposed retaining walls must consider hydrostatic forces and submerged soil unit weight.

The earth pressures given in Table 1 assume placement and compaction of the backfill in accordance with recommendations elsewhere in this report. Compact backfill directly behind walls with light, hand-operated compactors. Heavy compactors and grading equipment should not be allowed to operate within 10 feet of the walls during backfilling to avoid developing excessive temporary or long-term lateral soil pressures.

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6. Limitations

Our recommendations are based on the project information provided to us at the time of this report and may require modification if there are any changes in the nature, design, or location of the proposed construction. We recommend that GEI be engaged to review the final plans and specifications to judge whether changes in the project affect the validity of our recommendations and whether our recommendations have been properly implemented in the design.

The recommendations in this report are based in part on the data obtained from the borings.

The nature and extent of variations between borings may not become evident until construction. If variations from the anticipated conditions are encountered, it may be necessary to revise the recommendations in this report. Therefore, we recommend that GEI be engaged to make site visits during construction to: a) check that the subsurface conditions exposed during construction are in general conformance with our design assumptions and

b) ascertain that, in general, the geotechnical aspects of the work are being performed in compliance with the contract documents.

Our professional services for this project have been performed in accordance with generally accepted engineering practices; no warranty, express or implied, is made.

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Recommended Material Specifications

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Recommended Material Specifications FCA Pavement Repairs – VA Medical Center

Providence, Rhode Island

Structural Fill

Structural Fill should consist of hard, durable sand and gravel. It should be free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) should be nonplastic. Structural Fill shall meet the following gradation requirements:

Sieve Size Percent Passing by Weight

3 inches 100

1 - ½ inch 55 – 100

No. 4 35 – 85

No. 16 20 – 65

No. 50 5 – 40

No. 200 (fines) 0 – 10

Structural Fill should be compacted in maximum 9-inch-thick, loose lifts to at least 95 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction). The moisture content should be held to within +/- 3 percent of optimum moisture content (as determined by ASTM D1557).

Ordinary Fill

Ordinary fill should consist of hard, durable sand and gravel, free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) should be nonplastic. Ordinary Fill shall meet the following gradation requirements:

V A M E D I C A L C E N T E R

Sieve Size Percent Passing by Weight

6 inches 100

3 inches 80 – 100

No. 4 20 – 100

No. 200 (fines) 0 – 20

Ordinary fill should be compacted in maximum 12-inch-thick, loose lifts to at least 92 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction). The moisture content should be held to within +/- 3 percent of optimum moisture content (as determined by ASTM D1557).

Crushed Stone

Crushed Stone should consist of a ¾-inch size durable crushed rock or durable crushed gravel stone. Crushed stone should be compacted with at least four passes of a vibratory compactor.

Geotextile Fabric

Geotextile fabric should be a non-woven fabric, consisting of Mirafi 140N or an approved equal product.

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Figures

SCALE: NTS

DRAWN BY: SC

CHECKED BY: --

DATE: 3/3/17

FIGURE NO.

GEI PROJECT NO: 1611265

SITE LOCATION PLAN

VA HOSPITAL – ACCESS IMPROVEMENTS

PROVIDENCE, RI 1

SOURCE: Bing Maps

SITE

N

SCALE: NTS

DRAWN BY: SC

CHECKED BY: MG

DATE: 2/15/17

FIGURE NO.

GEI PROJECT NO: 1611265

BORING LOCATION PLAN

VA HOSPITAL - ACCESS IMPROVEMENTS

PROVIDENCE, RI 2

SOURCE: Bing Maps

LEGEND Approximate Boring Location

N

B-13

B-12

B-11 B-10

B-1B-2

B-3

B-4 B-5

B-6

B-7

B-8 B-9

B-1

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Appendix A

Boring Logs

S1

S2

S3

S4

S5

18/11

24/9

24/10

24/8

24/6

4-5-4

3-4-5-4

3-4-4-5

8-16-13-

2-4-20-

0.5 to to to to to

F

IL

L N

A T

IV

E

S A

N D

4.5" ASPHALT, 2" GRAVEL BASE

S1: NARROWLY GRADED SAND (SP); ~95% f-m sand, ~5% silt, gray/tan, damp.

S2: SILTY SAND WITH GRAVEL (SM); ~75% f-c sand, ~15% f-c gravel (up to 1"), ~10% silt, brown, damp. Contains trace asphalt fragments.

S3: SILTY SAND WITH GRAVEL (SM); ~70% f-c sand, ~15% silt, ~15% f-m gravel (up to 0.5"), brown, damp.

S4: WIDELY GRADED SAND WITH GRAVEL (SW); ~80% f-c sand, ~15% f-c gravel (up to 1"), <5% silt, light brown, dry.

S5: WIDELY GRADED SAND (SW); ~90% f-c sand, ~5% silt, ~5% f-m gravel (up to 0.75"), brown, moist.

Bottom of boring at depth 12 ft.

Backfilled with drill cuttings and patched with cold patch asphalt.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 12.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-01

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

M E

V

A H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

D T

3/

5/

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/12/2017 - 1/12/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

PROJECT NAME: VA Hospital Entrance Road

CITY/STATE: Providence, Rhode Island

S3

S4

S5

S6

18/13

24/13

24/16

24/15

24/12

24/11

8-10-11

16-8-9-

12-28- 23-30

35-27- 33-19

7-15-12-

15-13- 12-14

0.5 to to to to to to

N A

T

IV

E S

A N

D

4" ASPHALT

S1: WIDELY GRADED SAND (SW); ~90% f-c sand, ~5% f-c gravel (up to 1"), ~5% silt, light brown, damp.

S2: WIDELY GRADED SAND (SW); ~85% f-c sand, ~10% f-c gravel (up to 1.5"), ~5% silt, tan, damp.

S3: WIDELY GRADED SAND WITH GRAVEL (SW); ~5% f-c sand, ~40% f-c gravel (up to 1.5"), ~5% silt, light brown, dry.

S4: SIMILAR TO S3.

S5: WIDLEY GRADED SAND WITH GRAVEL (SW); ~70% f-c sand, ~25% f-m gravel (up to 0.5"), ~5% silt, light brown, dry.

S6: WIDLEY GRADED SAND WITH GRAVEL (SW); ~70% f-c sand, ~25% f-m gravel (up to 1"), ~5% silt, light brown, damp.

Bottom of boring at depth 14 ft.

Backfilled with drill cuttings and patched with cold patch asphalt.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 14.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-02

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/12/2017 - 1/12/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

18/10

24/11

24/6

24/18

24/19

8-6-6

4-4-4-5

33-9-4-3

3-3-7-6

7-7-6-6

0.5 to to to to to

F

IL

L N

A T

IV

E

S A

N D

1.5" ASPHALT, 4" GRAVEL BASE

S1: SILTY SAND WITH GRAVEL (SM); 59% f-c sand, 27% f-m gravel (up to 0.5"), 14% silt, gray/brown, moisture content = 7.7%.

S2: SILTY SAND (SM); ~85% f-c sand, ~15% silt, gray/brown, moist.

S3: WIDELY GRADED SAND (SW); ~80% f-c sand, ~15% f-c gravel (up to 1"), ~5% silt, light brown, damp.

S4: NARROWLY GRADED SAND (SP); ~90% m-c sand, ~5% silt, ~5% f gravel, light brown, moist.

S5: WIDELY GRADED SAND (SW); ~80% f-c sand, ~10% silt, ~10% f-m gravel, light brown, damp.

Bottom of boring at depth 10 ft.

Backfilled with drill cuttings and patched with cold patch asphalt.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 10.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-03

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/12/2017 - 1/12/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

24/3

24/9

24/10

24/12

24/12

1-1-2-1

2-3-3-4

2-3-4-3

4-4-5-5

5-5-5-5 to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND (SM); ~90% f-m sand, ~10% silt, contains root fragments, brown, moist. [TOPSOIL/SURFACE SOIL]

S2: NARROWLY GRADED SAND (SP); ~95% m-c sand, ~5% silt, moist, brown.

S3: NARROWLY GRADED SAND WITH GRAVEL (SP); ~85%

m-c sand, ~15% m-c gravel (up to 1"), brown, moist.

S4: NARROWLY GRADED SAND (SP); ~90% m-c sand, ~5% silt, ~5% m-c gravel (up to 1"), brown, damp.

S5: WIDELY GRADED SAND (SW); ~95% f-c sand, <5% silt, tan, dry.

Bottom of boring at depth 10 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 10.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-04

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/12/2017 - 1/12/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

24/4

24/7

24/12

24/13

24/13

1-WOH-

1-WOH

3-3-3-2

1-1-2-3

2-3-3-4

3-4-4-5 to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND (SM); ~90% f-m sand, ~10% silt, contains root fragments, brown, moist [TOPSOIL/SURFACE SOIL].

S2: SILTY SAND (SM); 56% f-c sand, 25% silt, 19% f-m gravel, brown, moisture content = 11%.

S3: SILTY SAND (SM); ~60% f-c sand, ~25% silt, ~15% f-m gravel, brown, moist.

S4: NARROWLY GRADED SAND (SP); ~90% f-m sand, ~5% silt, ~5% f gravel, brown, moist.

S5: WIDELY GRADED SAND (SW); ~90% f-c sand, ~5% silt, ~5% f gravel, tan, dry.

Bottom of boring at depth 12 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 12.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-05

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/12/2017 - 1/12/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

24/4

24/2

24/4

24/10

24/12

WOH-

WOH-1-

2-2-2-2

4-8-7-7

6-5-5-6

7-4-5-5 to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND WITH GRAVEL (SM); ~60% f-c sand, ~25% silt, ~15% f gravel, frequent organic fibers and roots, brown, moist [TOPSOIL/SURFACE SOIL].

S2: SIMILAR TO S1.

S3: WIDELY GRADED SAND (SW); ~80% f-c sand, ~10% silt, ~10% f gravel, brown, damp.

S4: WIDELY GRADED SAND (SW); ~80% f-c sand, ~10% silt, ~10% f-c gravel (up to 1"), gray/brown, dry.

S5: SIMILAR TO S4.

Bottom of boring at depth 10 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 10.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-06

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

24/8

24/15

24/6

24/10

24/9

WOH-1-

WOH-1

1-2-2-4

4-4-5-10

9-6-6-8

9-8-10-7 to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND WITH GRAVEL (SM); ~60% f-c sand, ~25% silt, ~15% f gravel, contains frequent organic fibers and roots, brown, moist [TOPSOIL/SURFACE SOIL].

S2: SILTY SAND (SM); 69% f-c sand, 29% silt, 2% f gravel, orange/tan, moisture content = 9.5%.

S3: NARROWLY GRADED SAND (SP); ~90% f sand, ~5% silt, ~5% f gravel, contains trace organic fibers, tan, dry.

S4: NARROWLY GRADED SAND (SP); ~85% f-m sand, ~10% silt, ~5% f-m gravel (up to 0.5"), tan, dry.

S5: NARROWLY GRADED SAND (SP); ~80% f-m sand, ~10% silt, ~10% f-m gravel (up to 0.5"), tan, dry.

Bottom of boring at depth 10 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 10.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-07

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

24/6

24/12

24/12

24/14

24/13

1-WOH-

1-1

3-2-4-6

6-4-5-5

4-4-4-6

5-5-6-5 to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND (SM); ~80% f-m sand, ~20% silt, contains frequent organic fibers and roots, dark brown, moist

[TOPSOIL/SURFACE SOIL].

S2: WIDELY GRADED SAND WITH GRAVEL (SW); ~75% f-c sand, ~25% f-c gravel (up to 1"), light brown, moist.

S3: NARROWLY GRADED SAND WITH GRAVEL (SP); ~85%

f-m sand, ~10% f gravel, ~5% silt, tan, damp.

S4: WIDELY GRADED SAND (SW); ~100% f-c sand, tan, dry.

S5: WIDELY GRADED SAND (SW); ~90% f-c sand, ~10% f-m gravel (up to 0.5"), tan, dry.

Bottom of boring at depth 10 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 10.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-08

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

S6

S7

S8

24/4

24/0

24/7

24/2

24/4

24/5

24/5

24/5

3-2-3-3

2-4-3-2

1-2-1-2

2-2-2-2

2-3-2-2

1-1-1-2

2-2-2-2

2-3-3-2 to to to to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND (SM); ~80% f-m sand, ~10% silt, ~10% f-m gravel (up to 0.75"), contains frequent organic fibers and roots, brown, moist [TOPSOIL/SURFACE SOIL].

S2: NO SAMPLE RECOVERY.

S3: NARROWLY GRADED SAND (SP); ~95% f-m sand, ~5% silt, contains trace organic fibers, light brown, damp.

S4: WIDELY GRADED SAND (SW); ~80% f-c sand, ~10% f gravel, ~10% silt, light brown, damp.

S5: SIMILAR TO S4.

S6: WIDELY GRADED SAND (SW); ~80% f-c sand, ~10% silt, contains trace root fragments, light brown, damp.

S7: WIDELY GRADED SAND (SW); ~85% f-c sand, ~10% silt, ~5% f gravel, light brown, damp.

S8: NARROWLY GRADED SAND (SP); ~95% f sand, ~5% silt, tan, moist.

Bottom of boring at depth 16 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 16.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Automatic

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-09

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

S6

S7

S8

18/6

24/8

24/5

24/8

24/12

24/13

24/16

24/22

5-9-6

8-9-9-16

5-5-5-3

5-4-3-3

4-3-4-4

4-4-4-5

4-4-5-5

6-4-5-5

0.5 to to to to to to to to

F

IL

L N

A T

IV

E

S A

N D

4" ASPHALT

S1: SILTY SAND (SM); ~75% f-c sand, ~15% silt, ~10% f gravel, brown, moist.

S2: SILTY SAND WITH GRAVEL (SM); ~65% f-c sand, ~20% f-m gravel, ~15% silt, contains brick fragments, brown, moist.

S3: WIDELY GRADED SAND (SW); ~80% f-c sand, ~10% silt, ~10% f-m gravel, tan/light brown, dry.

S4: NARROWLY GRADED SAND (SP); ~95% f sand, ~5% silt, tan, dry.

S5: WIDLEY GRADED SAND (SW); ~95% f-c sand, ~5% silt, tan, moist.

S6: SIMILAR TO S5.

S7: WIDELY GRADED SAND (SW); ~90% f-c sand, ~5% f gravel, ~5% silt, orange/tan, damp.

S8: NARROWLY GRADED SAND (SP); ~95% f-m sand, ~5% silt, contains trace root fragments, tan, dry.

Bottom of boring at depth 16 ft.

Backfilled with drill cuttings and patched with cold patch asphalt.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 16.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-10

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

S6

18/5

24/9

24/14

24/11

24/10

24/10

7-12-8

10-6-6-7

2-3-4-4

4-4-5-4

5-5-6-6

6-5-5-6

0.5 to to to to to to

F

IL

L N

A T

IV

E

S A

N D

3" ASPHALT

S1: SILTY SAND WITH GRAVEL (SM); ~65% f-c sand, ~20% silt, ~15% f-c gravel (up to 1"), brown, moist.

S2: SILTY SAND (SM); 60% f-c sand, 26% silt, 14% f gravel, dark brown, moisture content = 18.1%.

S3: WIDELY GRADED SAND (SW); ~95% f-c sand, ~5% silt, tan, damp.

S4: WIDELY GRADED SAND (SW); ~90% f-c sand, ~5% f gravel, ~5% silt, tan, damp.

S5: NARROWLY GRADED SAND (SP); ~95% f sand, ~5% silt, orange/tan, damp.

S6: WIDELY GRADED SAND (SW); ~95% f-c sand, ~5% silt, tan, damp.

Bottom of boring at depth 12 ft.

Backfilled with drill cuttings and patched with cold patch asphalt.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 12.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-11

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

S6

18/6

24/3

24/11

24/12

24/13

24/13

6-9-7

10-11-7-

4-4-3-5

3-3-4-3

3-3-4-4

3-3-4-3

0.5 to to to to to to

F

IL

L N

A T

IV

E

S A

N D

3.5" ASPHALT, 2" GRAVEL BASE

S1: WIDELY GRADED SAND (SW); ~95% f-c sand, ~5% f gravel, light brown, moist.

S2: SIMILAR TO S1.

S3: WIDELY GRADED SAND (SW); ~95% f-c sand, ~5% silt, orange/tan, damp.

S4: WIDELY GRADED SAND (SW); ~100% f-c sand, tan, damp.

S5: SIMILAR TO S4.

S6: NARROWLY GRADED SAND (SP); ~100% f sand, tan, dry.

Bottom of boring at depth 12 ft.

Backfilled with drill cuttings and patched with cold patch asphalt.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 12.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-12

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

S3

S4

S5

24/8

24/4

24/10

24/12

24/15

3-7-7-10

10-10-7-

4-9-10-

11-9-9-9

12-8-6-7 to to to to to

N A

T

IV

E S

A N

D

S1: SILTY SAND (SM); ~80% f-c sand, ~15% silt, ~5% f-m gravel (up to 0.75"), brown, moist.

S2: WIDELY GRADED SAND WITH GRAVEL (SW); ~80% f-c sand, ~15% f-c gravel (up to 1"), ~5% silt, light brown, damp.

S3: WIDELY GRADED SAND WITH GRAVEL (SW); ~75% f-c sand, ~15% f-c gravel (up to 1.5"), ~10% silt, light brown, damp.

S4: WIDELY GRADED SAND WITH GRAVEL (SW); ~50% f-c sand, ~40% f-c gravel (up to 1.5"), ~5% silt, light brown, dry.

S5: WIDELY GRADED SAND (SW); ~100% f-c sand, brown, damp.

Bottom of boring at depth 10 ft.

Backfilled with drill cuttings.

CORE BARREL TYPE:

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Hollow Stem Auger

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: CME 550X ATV

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

DRILLER NAME: John Galvin

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 10.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Safety Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: Sarah Cote

AUGER I.D./O.D.: 2.25 inch / 4 inch

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B-13

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

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.

CASING I.D./O.D.: NA/ NA

CORE BARREL I.D./O.D. NA / NADRILL ROD O.D.: NM

WATER LEVEL DEPTHS (ft): Not encountered

Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Sample Information

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock Description

_G E

I W O

B U

R N

S T

D

-L O

C A

T

IO

N -L

A Y

E R

N A

H

O S

P

IT

A L

E N

T R

A N

C E

R O

A D

B O

R

IN

G L

O G

S .G

P J

G E

I D

A T

A T

E M

P

LA

T E

3.

G

VERTICAL DATUM:

GROUND SURFACE EL. (ft): NM

LOCATION: Refer to Figure 2

DATE START/END: 1/13/2017 - 1/13/2017

DRILLING COMPANY: New England Boring

BORING

NOTES:

GEI PROJECT NUMBER: 1611265

V A M E D I C A L C E N T E R P R O V I D E N C E , R H O D E I S L A N D M A R C H 1 3 , 2 0 1 7

GEI Consultants, Inc.

Appendix B

Laboratory Test Results

Client: GEI Consultants, Inc.

Project: VA Hospital Location: Providence, RI Project No: GTX-306020 Boring ID: --- Sample ID: --- Depth : ---

Sample Type: --- Test Date: 02/17/17 Test Id: 404459

Tested By: jbr Checked By: emm

Moisture Content of Soil and Rock - ASTM D2216 printed 2/23/2017 3:31:11 PM

Boring ID Sample ID Depth Description Moisture Content,%

B-3

B-5

B-7

B-11

S- 1

S- 2

S- 2

S- 2

0.5-2 ft

2-4 ft

2-4 ft

2-4 ft

Moist, very dark gray silty sand with gravel

Moist, olive brown silty sand with gravel

Moist, reddish yellow silty sand

Moist, very dark brown silty sand

7.7

11.0

9.5

18.1

Notes: Temperature of Drying : 110º Celsius

Location: Providence, RI Project No: GTX-306020 Boring ID: B-3 Sample ID: S-1 Depth : 0.5-2 ft

Sample Type: bag Test Date: 02/20/17 Test Id: 404452

Tested By: jbr Checked By: emm

Test Comment: --- Visual Description: Moist, very dark gray silty sand with gravel Sample Comment: ---

Particle Size Analysis - ASTM D422 printed 2/23/2017 3:30:24 PM

0.0010.010.11101001000

P er ce nt

F in er

Grain Size (mm) in

0.

% Cobble

% Gravel

27.3

% Sand

58.9

% Silt & Clay Size

13.8 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1 in

0.75 in

0.5 in

0.375 in

#4

#10

#20

#40

#60

#100

#200

25.00

19.00

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.075

Coefficients D =19.2524 mm85

D =1.0242 mm60

D =0.6352 mm50

D =0.3013 mm30

D =0.0916…