Attachment 01 - Specifications - Pt 1.pdf

Department of Veteran Affairs

VA Medical Center, Providence, RI

Mental Health Building Phase 2

Construction Documents

Project No.: 650-347

Issued: February 4, 2022

VA Medical Center – Providence, RI Project No. 650-347

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DOCUMENT 00 01 07

SEALS PAGE

1.1 DESIGN PROFESSIONALS OF RECORD

ARCHITECT Richard B. Borrelli, AIA

WBRC Architects Engineers

CIVIL

ENGINEER

A. Ray Bolduc, P.E.

WBRC Architects Engineers

STRUCTURAL

ENGINEER

Paul Becker, P.E.

Thornton Tomasetti, Inc.

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MECHANICAL /

PLUMBING

Jake Lantz, PE, PMP

Above Group, Inc.

FIRE

PROTECTION

Jake Lantz, PE, PMP

ELECTRICAL John Raine, PE

PHYSICAL

SECURITY

James R. Landau, PE

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Mental Health Clinic Phase 2

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DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

SECTION NO. DIVISION AND SECTION TITLES DATE

DIVISION 00 - SPECIAL SECTIONS

00 01 15 List of Drawing Sheets 05-20

00 31 23 Geotech Data

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 05-21

01 32 16.15 Project Schedules (Small Projects – Design/Bid/Build 03-20

01 33 23 Shop Drawings, Product Data, and Samples 05-17

01 35 13 Special Procedures

01 35 26 Safety Requirements 07-20

01 35 33 Infection Control Procedures

01 42 19 Reference Standards 11-20

01 45 00 Quality Control System (QCS) 02-21

01 45 29 Testing Laboratory Services 11-18

01 57 19 Temporary Environmental Controls 01-21

01 58 16 Temporary Interior Signage 07-15

01 62 35 Recycled-Recovered Materials

01 73 29 Cutting and Patching

01 74 19 Providence VAMC Construction Waste Management 01-21

01 81 11 Sustainable Design Requirements

01 91 00 General Commissioning Requirements 10-15

DIVISION 02 – EXISTING CONDITIONS

02 82 11 Traditional Asbestos Abatement 01-21

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 01-21

03 45 00 Precast Architectural Concrete 01-21

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 10-17

04 20 00 Unit Masonry 08-17

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 11-18

05 31 00 Steel Decking 01-21

05 36 00 Composite Metal Decking 01-21

05 40 00 Cold-Formed Metal Framing 01-21

05 50 00 Metal Fabrications 08-18

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05 51 00 Metal Stairs 01-21

05 58 13 Column Covers 01-21

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-17

06 20 00 Finish Carpentry 01-21

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 01-21

07 13 52 Modified Bituminous Sheet Waterproofing 01-21

07 21 13 Thermal Insulation 01-21

07 22 00 Roof and Deck Insulation 01-21

07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 01-21

07 40 00 Roofing and Siding Panels 01-21

07 42 43 High Pressure Laminate Phenolic Wall Siding 11-21

07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 01-21

07 60 00 Flashing and Sheet Metal 01-21

07 71 00 Roof Specialties 01-21

07 72 00 Roof Accessories 01-21

07 84 00 Firestopping 01-21

07 92 00 Joint Sealants 10-17

07 95 13 Expansion Joint Cover Assemblies 01-21

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 01-21

08 14 00 Interior Wood Doors 01-21

08 31 13 Access Doors and Frames 01-21

08 33 44 Overhead Coiling Fire Curtains 01-21

08 41 13 Aluminum-Framed Entrances and Storefronts 01-21

08 44 13 Glazed Aluminum Curtain Walls 04-20

08 71 00 Door Hardware 01-21

08 80 00 Glazing 01-21

08 90 00 Louvers and Vents 01-21

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 01-21

09 06 00 Schedule for Finishes 01-21

09 22 16 Non-Structural Metal Framing 06-18

09 29 00 Gypsum Board 04-20

09 30 13 Ceramic/Porcelain Tiling 01-21

09 51 00 Acoustical Ceilings 12-18

09 65 13 Resilient Base and Accessories 01-21

09 65 19 Resilient Tile Flooring 05-18

09 67 23.20 Resinous Epoxy Base With Quartz Aggregate Broadcast

(RES 2)

01-21

09 67 23.50 Resinous (Epoxy)Terrazo Flooring (RES-5) 01-21

09 68 00 Carpeting 01-21

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09 84 33 Sound-Absorbing Wall Units 01-21

09 91 00 Painting 01-21

DIVISION 10 – SPECIALTIES

10 14 00 Signage 01-21

10 26 00 Wall and Door Protection 01-21

10 28 00 Toilet, Bath, and Laundry Accessories 01-21

10 44 13 Fire Extinguisher Cabinets 08-18

DIVISION 11 – EQUIPMENT

11 52 13.52 Projection Screens

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 08-17

12 36 00 Countertops 12-18

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16

21 13 13 Wet-Pipe Sprinkler Systems 06-15

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 09-20

22 05 12 General Motor Requirements for Plumbing Equipment 09-20

22 05 23 General-Duty Valves for Plumbing Piping 09-20

22 07 11 Plumbing Insulation 09-19

22 08 00 Commissioning of Plumbing Systems 11-16

22 11 00 Facility Water Distribution 05-21

22 11 23 Domestic Water Pumps 09-15

22 13 00 Facility Sanitary and Vent Piping 09-20

22 14 00 Facility Storm Drainage 09-15

22 40 00 Plumbing Fixtures 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 10 Common Work Results for Boiler Plant and Steam

Generation

02-20

23 05 11 Common Work Results for HVAC 02-20

23 05 12 General Motor Requirements for HVAC and Steam

Generation Equipment

02-20

23 05 41 Noise and Vibration Control for HVAC Piping and

Equipment

02-20

23 05 93 Testing, Adjusting, and Balancing for HVAC 02-20

23 07 11 HVAC and Boiler Plant Insulation 02-20

23 08 00 Commissioning of HVAC Systems 02-20

23 09 23 Direct-Digital Control System for HVAC 09-11

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23 11 23 Facility Natural-Gas Piping 04-20

23 21 13 Hydronic Piping 02-20 23 21 23 Hydronic Pumps 02-20

23 22 13 Steam and Condensate Heating Piping 02-20

23 23 00 Refrigerant Piping 02-20

23 25 00 HVAC Water Treatment 02-20

23 31 00 HVAC Ducts and Casings 02-20

23 34 00 HVAC Fans 02-20

23 36 00 Air Terminal Units 02-20

23 37 00 Air Outlets and Inlets 02-20

23 40 00 HVAC Air Cleaning Devices 03-20

23 52 39 Fire-Tube Boilers 04-20

23 64 00 Packaged Water Chillers 03-20

23 72 00 Air-to-Air Energy Recovery Equipment 03-20

23 81 00 Decentralized Unitary HVAC Equipment 03-20

23 82 00 Convection Heating and Cooling Units 03-20

23 82 16 Air Coils 03-20

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16

26 05 19 Low-Voltage Electrical Power Conductors and Cables 01-17

26 05 26 Grounding and Bonding for Electrical Systems 01-17

26 05 33 Raceway and Boxes for Electrical Systems 01-18

26 05 73 Overcurrent Protective Device Coordination Study 01-18

26 08 00 Commissioning of Electrical Systems 11-16

26 09 23 Lighting Controls 01-18

26 22 00 Low-Voltage Transformers 01-18

26 24 16 Panelboards 01-18

26 27 26 Wiring Devices 01-18

26 29 11 Motor Controllers 01-18

26 29 21 Enclosed Switches and Circuit Breakers 01-17

26 41 00 Facility Lightning Protection 01-17

26 51 00 Interior Lighting 01-18

26 56 00 Exterior Lighting 01-18

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 09-19

27 05 26 Grounding and Bonding for Communications Systems 06-15

27 05 33 Raceways and Boxes for Communications Systems 10-18

27 11 00 Telecommunications Room Fittings 06-15

27 15 00 Communications Structured Cabling 01-16

27 53 19 Distributed Radio Antenna (Within Building) Equipment and System

10-18

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 04-18

28 05 13 Conductors and Cables for Electronic Safety and

Security

10-18

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28 05 26 Grounding and Bonding for Electronic Safety and

Security

09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety and

Security

09-11

28 13 00 Physical Access Control System 10-11

28 16 00 Intrusion Detection System 10-11

28 23 00 Video Surveillance 09-11

28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 00 Earthwork 07-16

31 23 19 Dewatering 10-12

31 62 00 Driven Piles 10-12

31 66 13 Ground Improvement System for Foundations and Slabs

31 68 00 Geogrid Reinforcement

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16

32 12 16 Asphalt Paving 09-15

32 14 16 Brick Unit Paving 08-16

32 17 23 Pavement Markings 08-16

32 31 13 Chain Link Fences and Gates 06-18

32 90 00 Planting 08-16

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-16

33 30 00 Sanitary Sewer Utilities 06-13

33 40 00 Storm Sewer Utilities 12-17

33 46 13 Foundation Drainage 10-11

DIVISION 34 – TRANSPORTATION

34 71 13 Vehicle Barriers 04-18

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SECTION 00 01 15

LIST OF DRAWING SHEETS

The drawings listed below accompanying this specification form a part of the contract.

Drawing No. Title

GENERAL

GI001 COVER SHEET

GI002 SYMBOLS, ABBREVIATIONS AND GENERAL NOTES

GI003 FIRESTOP DETAILS

LIFE SAFETY

LS100 BASEMENT LIFE SAFETY PLAN

LS101 FIRST FLOOR LIFE SAFETY PLAN

LS102 SECOND FLOOR LIFE SAFETY PLAN

CIVIL

C001 SITE GENERAL NOTES & ABBREVIATIONS

CD101 SITE REMOVALS PLAN

CP101 SITE LAYOUT AND MATERIALS PLAN

CP301 PLAZA INSET PLAN / BUILDING 14 PLAN

CG101 SITE GRADING PLAN & EROSION CONTROL PLAN

CU101 SITE UTILITY PLAN

LP101 SITE PLANTING PLAN

C501 SITE DETAILS

C502 SITE DETAILS

C503 SITE DETAILS

STRUCTURAL

SS001 GENERAL NOTES

SB101 LEVEL B/FOUNDATION PLAN

SB300 TYPICAL FOUNDATION DETAILS

SB301 FOUNDATION SECTIONS & DETAILS

SB302 FOUNDATION SECTIONS & DETAILS

SB303 PILECAP & GRADE BEAM DETAILS, FOUNDATION WALL ELEVATIONS

SF101 LEVEL 1 FRAMING PLAN

SF102 LEVEL 2 FRAMING PLANS

SF103 ROOF FRAMING PLAN

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SF401 BRACED FRAME ELEVATIONS

SF500 TYPICAL FRAMING DETAILS

SF501 TYPICAL BRACED FRAME CONNECTION DETAILS

SF502 FRAMING SECTIONS & DETAILS

SF503 FRAMING SECTIONS & DETAILS

ARCHITECTURAL

AD101 REMOVAL FLOOR PLANS

AD201 REMOVAL ELEVATIONS & SECTIONS

AE100 BASEMENT FLOOR REFERENCE PLAN

AE100A BASEMENT FLOOR PLAN

AE101 FIRST FLOOR REFERENCE PLAN

AE101A FIRST FLOOR PLAN

AE102 SECOND FLOOR REFERENCE PLAN

AE102A SECOND FLOOR PLAN

AE103 ROOF PLAN

AE110 BASEMENT REFLECTED CEILING PLAN

AE111 FIRST FLOOR REFLECTED CEILING PLAN

AE112 SECOND FLOOR REFLECTED CEILING PLAN

AE201 BUILDING ELEVATIONS

AE202 BUILDING ELEVATIONS

AE203 3D VIEWS

AE204 INTERIOR ELEVATIONS #033, 034

AE205 INTERIOR ELEVATIONS #036, 037, 039, 040, 041, 042, 043, 131

AE206 INTERIOR ELEVATIONS #133, 134, 034A, 140, 152, 203

AE207 INTERIOR ELEVATIONS #204, 216

AE301 BUILDING SECTIONS

AE310 WALL SECTIONS

AE311 WALL SECTIONS

AE312 WALL SECTIONS

AE401 ENLARGED RESTROOM PLANS & INTERIOR ELEVATIONS

AE402 STAIR 3 PLANS & DETAILS

AE403 STAIR SECTIONS & DETAILS

AE501 PLAN DETAILS

AE502 PLAN DETAILS

AE510 SECTION DETAILS

AE511 SECTION DETAILS

AE512 SECTION DETAILS

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AE513 PRECAST PROFILES

AE520 INTERIOR DETAILS

AE521 INTERIOR DETAILS

AE601 PARTITION TYPES AND DETAILS

AE602 EXTERIOR WALL TYPES AND DETAILS

AE603 ROOF TYPES AND DETAILS

AE604 DOOR TYPES, DETAILS AND SCHEDULE

AE605 DOOR DETAILS

AE606 CURTAIN WALL TYPES, WINDOW TYPES AND DETAILS

AE607 STOREFRONT DETAILS

AE608 CURTAIN WALL DETAILS

AF100 BASEMENT FINISH PLAN

AF101 FIRST FLOOR FINISH PLAN

AF102 SECOND FLOOR FINISH PLAN

AF103 BASEMENT SIGNAGE PLAN

AF104 FIRST FLOOR SIGNAGE PLAN

AF105 SECOND FLOOR SIGNAGE PLAN

AF600 FINISH SCHEDULE & DETAILS

AF700 BASEMENT EQUIPMENT PLAN

AF701 FIRST FLOOR EQUIPMENT PLAN

AF702 SECOND FLOOR EQUIPMENT PLAN

FIRE PROTECTION

FP001 FIRE PROTECTION LEGENDS, SYMBOLS, & NOTES

FP100 FIRE PROTECTION AREAS OF WORK

FP111 LEVEL B PLAN - FIRE PROTECTION

FP121 LEVEL 1 PLAN - FIRE PROTECTION

FP131 LEVEL 2 PLAN - FIRE PROTECTION

FP501 FIRE PROTECTION DETAILS

FIRE ALARM

FA001 FIRE ALARM LEGEND

FA101 LEVEL B PLAN - FIRE ALARM PLAN

FA102 LEVEL 1 PLAN - FIRE ALARM PLAN

FA103 LEVEL 2 PLAN - FIRE ALARM PLAN

FA501 FIRE ALARM DETAILS

FA601 FIRE ALARM DIAGRAMS

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PLUMBING

P-001 PLUMBING - LEGEND, SYMBOLS, & GENERAL NOTES

PS101 PLUMBING GRAVITY - LEVEL B UNDERSLAB PLAN

PS111 PLUMBING GRAVITY - LEVEL B PLAN

PS121 PLUMBING GRAVITY - LEVEL 1 PLAN

PS131 PLUMBING GRAVITY - LEVEL 2 PLAN

PS141 PLUMBING GRAVITY - ROOF PLAN

PP111 PLUMBING PRESSURE - LEVEL B PLAN

PP121 PLUMBING PRESSURE - LEVEL 1 PLAN

PP131 PLUMBING PRESSURE - LEVEL 2 PLAN

PP132 PLUMBING - LEVEL 2 PH1 PLAN

P401 PLUMBING ENLARGED PLANS

P501 PLUMBING DETAILS

P502 PLUMBING DETAILS

P601 PLUMBING ISOMETRICS - PRESSURE

P602 PLUMBING ISOMETRICS - GRAVITY

P801 PLUMBING SCHEDULES

MECHANICAL

M-001 MECHANICAL LEGEND, SYMBOLS, & GENERAL NOTES

MH100 MECHANICAL SITE PLAN

MH111 MECHANICAL HVAC PLAN - LEVEL B

MH112 MECHANICAL PRESSURIZATION PLAN - LEVEL B

MH121 MECHANICAL HVAC PLAN - LEVEL 1

MH122 MECHANICAL PRESSURIZATION PLAN - LEVEL 1

MH131 MECHANICAL HVAC PLAN - LEVEL 2

MH132 MECHANICAL PRESSURIZATION PLAN - LEVEL 2

MP111 MECHANICAL PIPING PLAN - LEVEL B

MP121 MECHANICAL PIPING PLAN - LEVEL 1

MP131 MECHANICAL PIPING PLAN - LEVEL 2

MP132 MECHANICAL PIPING PLAN - LEVEL 2 PH1

M401 MECHANICAL ENLARGED PLANS

M501 MECHANICAL DETAILS

M502 MECHANICAL DETAILS

M503 MECHANICAL DETAILS

M701 MECHANICAL CONTROLS

M702 MECHANICAL CONTROLS

M703 MECHANICAL CONTROLS

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M801 MECHANICAL SCHEDULES

M802 MECHANICAL EQUIPMENT DIAGRAM

ELECTRICAL

E-001 ELECTRICAL LEGENDS

E-002 ELECTRICAL GENERAL NOTES

E100 ELECTRICAL SITE PLAN

EL201 LEVEL B PLAN - LIGHTING

EL202 LEVEL 1 PLAN - LIGHTING

EL203 LEVEL 2 PLAN - LIGHTING

EP201 LEVEL B PLAN - POWER

EP202 LEVEL 1 PLAN - POWER

EP203 LEVEL 2 PLAN - POWER

EP213 LEVEL 2 PHASE 1 - POWER

EP214 ROOF PLAN - LIGHTNING PROTECTION

E-501 ELECTRICAL DETAILS

E-601 ELECTRICAL ONE-LINE DIAGRAM

E-801 ELECTRICAL SCHEDULES

E-802 ELECTRICAL PANEL SCHEDULES

E-803 ELECTRICAL PANEL SCHEDULES

EC101 ELECTRICAL CALCULATIONS - LEVEL B

EC102 ELECTRICAL CALCULATIONS - LEVEL 1

EC103 ELECTRICAL CALCULATIONS - LEVEL 2

TELECOM

T-001 TELECOM LEGEND AND ABBREVIATIONS

T-101 LEVEL B PLAN - FIBER ROUTING

T102 LEVEL 1 PLAN - OVERALL

TA101 LEVEL B PLAN - AV/PA/NURSE CALL

TA102 LEVEL 1 PLAN - AV/PA/NURSE CALL

TA103 LEVEL 2 PLAN - AV/PA/NURSE CALL

TN101 LEVEL B PLAN - DATA/BDA

TN102 LEVEL 1 PLAN - DATA/BDA

TN103 LEVEL 2 PLAN - DATA/BDA

TN104 ROOF LEVEL PLAN - DATA/BDA

T-401 TELECOM ENLARGED PLANS

T-501 TELECOM DETAILS

T-601 TELECOM RISERS AND DIAGRAMS

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PHYSICAL SECURITY

EY101 SECURITY DEVICES - BASEMENT FLOOR PLAN

EY102 SECURITY DEVICES - FIRST FLOOR PLAN

EY103 SECURITY DEVICES - SECOND FLOOR PLAN

EY104 SECURITY DEVICES - ROOF PLAN

EY501 SECURITY DEVICES - SCHEMATICS AND SCHEDULES

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DOCUMENT 00 31 32

GEOTECHNICAL DATA

1.1 GEOTECHNICAL DATA

A. This Document with its referenced attachments is part of the

Procurement and Contracting Requirements for Project. They provide

Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations.

This Document and its attachments are part of the Contract Documents.

B. Soil-boring data for Project, obtained by S.W. Cole Engineering, Inc., dated June 4, 2021, is available for viewing as appended to this

Document.

C. A geotechnical investigation report for Project, prepared by S.W. Cole

Engineering, Inc., dated September 10, 2021, is available for viewing as appended to this Document.

- - - END - - -

R E P O R T

20-1745 S

December 2, 2021

Explorations and Geotechnical Engineering Services

Proposed VAMC New Mental Health Building, Phase II 830 Chalkstone Avenue Providence, Rhode Island

Prepared For:

WBRC Architects / Engineers Attn: Jocelyn Boothe, AIA 30 Danforth Street Suite 306 Portland, ME 04101

Prepared By:

S. W. Cole Engineering, Inc.

490 Winthrop Street Taunton, MA 02780 T: 508-822-6934

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Scope and Purpose

1.2 Site and Proposed Construction

2.0 EXPLORATION AND TESTING

2.1 Explorations

2.2 Field Testing

2.3 Laboratory Testing

3.0 SUBSURFACE CONDITIONS

3.1 Soil

3.2 Groundwater

4.0 EVALUATION AND RECOMMENDATIONS

4.1 General Findings/Discussion

4.2 Slope Stability Analysis and Stabilization

4.3 Site Preparation

4.4 Excavation and Dewatering

4.5 Foundations

4.5.1 Ground Improvement

4.5.2 Foundation Design Parameters

4.5.3 Helical Piles and Ductile Iron Pipe Piles

4.6 Foundation Drainage Considerations

4.7 Slab-On-Grade

4.8 Entrance Slabs and Sidewalks

4.9 Fill Materials and Compaction

4.10 Weather Considerations

4.11 Design Review and Construction Testing

5.0 CLOSURE

Appendix A Limitations

Appendix B Figures

Appendix C Exploration Logs & Key

Appendix D Laboratory Test Results

Appendix E Slope Stability Analyses

WBRC Architects / Engineers Attention: Jocelyn Boothe, AIA 30 Danforth Street Suite 306 Portland, ME 04101

Subject: Explorations and Geotechnical Engineering Services

Proposed VAMC New Mental Health Building, Phase 2 830 Chalkstone Avenue Providence, Rhode Island

Dear Jocelyn:

In accordance with our Agreement, dated December 20, 2020, the following presents results of our geotechnical evaluation for the proposed New Mental Health Building, Phase 2 at the VA Medical Center located on Chalkstone Avenue in Providence, Rhode

Island. This report summarizes our findings and geotechnical recommendations, and its contents are subject to the limitations set forth in Appendix A.

1.0 INTRODUCTION

1.1 Scope and Purpose

The purpose of our services was to explore subsurface conditions at the site in order to provide geotechnical recommendations relative to foundations and earthwork associated with proposed building construction. Our scope of services included 1 test boring exploration, review of previous explorations, soils laboratory testing, a geotechnical analysis of the subsurface findings relative to proposed building construction, and preparation of this report.

1.2 Site and Proposed Construction

The site is located on the southwest side of the existing VA Medical Center Campus in

Providence, Rhode Island. The area proposed for the new Phase 2 building will be directly adjacent and to the north of the Phase 1 building, overlooking Wolcott Street to the west. The terrain is characterized by a paved parking lot at about elevations 85 to

87 feet overlooking a slope down towards Wolcott Street. A temporary access ramp has been constructed adjacent to the Phase 1 building to facilitate construction activities at the Phase 1 site. The slope is graded at about 2:1 (H:V) down to Wolcott Street and is characterized by lawn space with bottom elevations varying from 50 to 70 feet along

Wolcott Street.

Based on our understanding of the latest project plans, the building is planned to be a generally structure occupying a plan footprint of approximately 4,600 square feet. The structure will be built partially into the Wolcott Street slope, and will feature a basement floor level at elevation 73.00 feet to meet the Phase 1 elevations. Tapered excavation work will be required on the order of approximately 10 feet to meet the Phase 1 and ground level elevations.

The Phase 2 building will have a first floor level at elevation 86.33 feet, consistent with grading for the parking area and the Phase 1 building. Finish grades around the building are planned to range from elevation 86 feet at the parking lot entrance to 65 feet on the lower corner facing Wolcott Street. Construction will require perimeter building walls to retain as much as about 10 feet of soil. Generally, the slope between the Phase 2 building and Wolcott Street will remain as is, with slight regrading to the north of the building to a 2.5:1 (H:V) slope, and small area of a 1.5:1 slope between the Phase 1 building and Phase 2 buildings.

Additionally, a slab on grade mounted chiller unit is intended to be installed adjacent to the existing Phase 1 chillers. This area has been previously regraded and the slope stabilized as part of the Phase 1 building construction, and will require minor regrading.

The proposed construction in relation to existing site features is shown on the “Exploration

Location Plan,” attached in Appendix B as Sheet 1.

2.0 EXPLORATION AND TESTING

2.1 Explorations

We observed and logged one test boring (B-1 2021) made at the site by Hoffman

Environmental Services of North Kingstown, Rhode Island on June 4, 2021. We previously observed and logged seventeen test borings (B-1 through B-17) made at the site by GeoSearch, Inc. of Fitchburg, Massachusetts during the period May 7 through

May 17, 2018 for the Phase 1 building. The exploration locations were selected and established in the field by S. W. Cole Engineering, Inc. (S.W.COLE) by measuring from existing site features. Ground surface elevations for each exploration were estimated based on existing contours shown on the available site plan.

The approximate test boring locations are shown on the “Exploration Location Plan” included in Appendix B. Test boring logs and a key to the notes and symbols used on the logs are included in Appendix C.

2.2 Field Testing

The test boring was drilled using hollow stem augers and carried to a depth of 61 feet.

The soils were sampled where shown on the boring logs using a split spoon sampler and Standard Penetration Testing (SPT) methods. SPT blow counts are shown on the logs.

2.3 Laboratory Testing

Soil samples retrieved from the test boring were visually classified in our laboratory. We performed two gradation tests on selected samples to assist in our evaluation. We have included results from the gradation tests in Appendix D. Moisture content test results are noted on the logs.

3.0 SUBSURFACE CONDITIONS

3.1 Soil

Test boring B-1 2021 encountered granular fill generally consisting of loose to dense, light brown to dark gray sand with varying portions of silt and gravel. The fill appeared to extend to a depth of approximately 20 feet below ground surface. Below the granular fill, the test boring encountered native soil deposits generally consisting of medium dense, gray to brown fine to medium sand with varying portions of silt and gravel.

Borings B-1, B-2, B-6, and B-7 were made in the general vicinity of the Phase 2 addition at the top and bottom of the slope to Wolcott Street. Similar subsurface conditions were encountered as found in the 2021 boring.

For more detailed description of subsurface findings, refer to the boring logs included in

Appendix C, and the Geotechnical Report for the Phase 1 Building.

3.2 Groundwater

Groundwater was not encountered within boring B-1 (2021). Long term groundwater levels are not available at this time. It should be anticipated that groundwater levels will fluctuate, particularly in response to periods of snowmelt and precipitation, as well as changes in site use.

4.0 EVALUATION AND RECOMMENDATIONS

4.1 General Findings/Discussion

Based on the knowledge gained during the Phase 1 design and construction, it was the project teams’ decision to assume that the proposed Phase 2 building will be supported by traditional spread footings on improved ground. Upon further discussion with the project team and a ground improvement contracting expert, it was determined that it was not feasible to install ground improvement across the entire building footprint. The limitations of the sloping site and the large equipment required for ground improvement, would necessitate constructing a working platform which would likely require temporary excavation support and interfere with the proposed building foundation. Additionally, ground improvement cannot be installed directly adjacent (about within 6 feet) of existing foundation without risk of damaging the building. Therefore, it is the intention that the

Phase 2 building will be partially supported on Ductile Iron Pipe Piles (DIPs) or helical piles within the corner of the building where final grade is proposed at 65 feet, and adjacent to the Phase 2 building. Subsurface findings from the prior and recent explorations indicate this is a feasible option for building support. The principal geotechnical considerations include:

• The test boring findings indicate the presence of approximately 20 feet of loose uncontrolled fills along the top of the slopes within the building footprint. The fills are poor bearing materials and prone to settlements, the magnitude of which is not possible to predict. The underlying materials are generally medium dense sands, which while adequate bearing soils are well below foundation levels.

• The perimeter slopes are steep, including a graded 2H:1V slope facing Wolcott

Street. Unreinforced slopes steeper than 2:1 are prone to near surface sloughing/failure such as along the 1.5:1 slope proposed between the Phase 1 and Phase 2 buildings.

• The Phase 2 building is proposed to be installed within the slope towards

Wolcott Street, where final grade at the lower side of the building will be approximately 10 to 11 feet higher than Wolcott Street. There is concern for global stability of the building, therefore a slope stability analysis of the building site was completed. The current standard of care applicable to slope stability where potential slope failure surfaces reach building construction requires a factor of safety of at least 1.5 against failure. Our analyses have indicated factors of safety against deep seated failure are above 1.5 when considering ground improvement below the proposed building.

4.2 Slope Stability Analysis and Stabilization

We performed global stability analyses at three cross-sections that represent varying conditions across the proposed building and the adjacent regraded slope. The analyses were performed using RocScience SLIDE software and the Bishop, Janbu, and

GLE/Morgenstern method of analysis. We have designated these cross-sections as A-

A’ through C-C’, the locations of which are shown on the Exploration Location Plan included in Appendix B.

We incorporated the installation of ground improvement below the building footprint. We have assumed that the improved ground would be installed at an elevation of 72 feet and extend approximately 50 feet below the building slab. We have assumed that the target strength parameters for the improved soils were a unit weight of 140 pounds per square foot, and an internal angle of friction of 35 degrees.

The results of our slope analyses are presented graphically in Appendix E. The evaluation of Section A-A’ demonstrates a factor of safety greater than 1.6 in the area of the proposed building near the Phase 1 building. The evaluation of Section B-B’ demonstrates a factor of safety greater than 1.9 near the center of the proposed building. The evaluation of Section C-C’ demonstrates a factor of safety greater than 1.8 across the area to be regraded to the north of the proposed building.

Our analysis indicates factors of safety between 1.2 and 1.3 for small shallow slip surfaces within the area graded at 1.5:1, when non-reinforced. As previously mentioned, when slopes are planned to be steeper than 2:1, they should be reinforced with a geogrid such as Miragrid 5XT at a 2-foot vertical spacing. This is applicable to the minor regrading required around the chiller site. When interfacing with existing geogrid, the new geogrid should overlap a minimum of 2 feet.

4.3 Site Preparation

The soils that will be exposed will be subject to erosion. Site preparation should begin with construction of an erosion control system to protect drainage ways and areas outside the construction limits. As much vegetation as possible should remain undisturbed adjacent to the construction site to reduce the potential for erosion.

4.4 Excavation and Dewatering

Site soils will be susceptible to disturbance under construction traffic and excavation activities, particularly during periods of precipitation. We recommend excavation to subgrades be made using a smooth-edged backhoe bucket to reduce potential for disturbance of the bearing soils. Should subgrade soils become yielding or difficult to work, disturbed areas should be excavated and backfilled with compacted Structural Fill or

Crushed Stone.

The contractor should anticipate the need to dewater excavations during and following periods of precipitation. Ditching with gravity drainage, and sumping and pumping should be adequate.

Excavations must be properly shored and/or sloped in accordance with OSHA trenching regulations to prevent sloughing and caving of the sidewalls during construction. Care must be taken to preclude undermining adjacent structures, utilities and roadways as needed. The contractor is responsible for selection, design, and implementation of the excavation and dewatering program.

4.5 Foundations

4.5.1 Ground Improvement

We recommend improvement of subsurface materials below the proposed building by installation of aggregate piers, grouted aggregate piers or rigid inclusions as applicable.

Soil improvement should be undertaken beneath all footings as well as beneath the slab-on-grade. Based on the test boring information with the understanding that the new building will have a finish floor at elevation 73.0 feet, we expect that ground improvement elements will need to be installed to a depth of about 50 to 60 feet.

The ground improvement system is to be designed by a certified design/build installer.

The design/builder is responsible for subsequent foundation performance derived from the treated ground. The installations should be load tested to confirm capacity and settlement performance. S.W.COLE should be on-site to document installations as well as preparation of bearing surfaces.

4.5.2 Foundation Design Parameters

Given ground improvement as described above, we recommend the following geotechnical parameters for design consideration:

GEOTECHNICAL FOUNDATION DESIGN PARAMETERS

Design Frost Depth 3.5 feet

Target Net Allowable Foundation Bearing Pressure 4.0 ksf

Seismic Soil Site Class (2012 IBC, N-Value Method) E

Base Friction Factor – Concrete to Crushed Stone 0.40

Total Unit Weight of Backfill (Structural Fill) 130 pcf

Internal Friction Angle- Structural Fill 30°

Active Lateral Earth Pressure Coefficient 0.3

Passive Lateral Earth Pressure Coefficient 3.3

At-Rest Lateral Earth Pressure Coefficient 0.5

Target Post-Construction Settlement 1-inch or less

Target Post-Construction Differential Settlement ½-inch or less per building width

Strip and column footings should be at least 24 inches in width, regardless of the bearing pressure. We recommend load transfer platforms of at least 8 inches of compacted Crushed Stone below spread footings (or as directed by the ground improvement design-build contractor) after ground improvement.

4.5.3 Helical Piles and Ductile Iron Pipe Piles

Due to the sloping grades at the project site, maintaining a working platform of elevation

72 feet for the ground improvement across the entire site is not feasible. Top of footing elevation in the southwest corner of the site is indicated to be 60.5 feet. Based on conversations with the project team and a ground improvement contractor, helical piles and ductile iron pipe piles (DIPs) are feasible options for foundation support in this area.

Preliminary capacities provided by the ground improvement contractor indicate that individual helical piles may reach an allowable capacity of 12 tons and DIPs may reach a capacity of 40 tons. Helical piles are typically installed using smaller equipment than traditional piles or ground improvement. Therefore, in the areas where ground improvement is not feasible (working areas lower than elevation 72 feet), we recommend foundation support consist of helical piles or DIPs. Piles should ultimately be designed, sized and installed by a qualified design-build contractor. A pile submittal, prepared and sealed by a licensed Professional Engineer and endorsed by the Pile Installer, should be provided for review by the project team.

We recommend that pile caps for columns be supported by at least two piles if laterally tied together by grade beams or tie beams and three piles if laterally isolated. Grade beams supporting walls may be supported by a single line of alternating piles below the grade beam, as deemed necessary by the structural engineer.

Piles should be spaced a minimum center-to-center distance of at least 3 pile diameters, but no less than 30 inches. Pile caps and grade beams exposed to freezing temperatures should be covered with at least 4.5 feet of soil for frost protection.

Helical or DIPs should extend below the existing fill soils, a minimum of 20 feet below existing, and to a depth to reach sufficient design capacities.

4.6 Foundation Drainage Considerations

Given daylight basement construction, we recommend a perimeter underdrain system be installed on the outer edge of the perimeter footings. Underdrain pipes should have perforations of 1/4 to 5/8 inch bedded in at least 8 inches of Crushed Stone wrapped in non-woven geotextile fabric such as Mirafi 160N or equivalent. The underdrains must have positive gravity outlets protected from freezing, clogging, and backflow. Exterior foundation backfill should be sealed with a surficial layer of clayey or loamy soils in areas that are not to be paved or occupied by entrance slabs to reduce direct surface water runoff into the backfill. The underdrain location is illustrated on the Foundation

Detail Sketch attached in Appendix B.

4.7 Slab-On-Grade

Given ground improvement beneath the building pad, we recommend the slab-on-grade floor be designed using a subgrade reaction modulus of 120 pci (pounds per cubic inch) provided the slab is underlain by at least 12 inches of compacted Crushed Stone (or as directed by the ground improvement design-build contractor) placed over properly prepared subgrades. The structural engineer or concrete consultant must design steel reinforcing and joint spacing appropriate to slab thickness and function.

We recommend installation of a sub-slab vapor retarder to reduce the potential for floor covering damage from moisture for the building. The vapor retarder must have a permeance that is less than the floor cover or surface treatment that is applied to the slab. The vapor retarder must have sufficient durability to withstand direct contact with the sub-slab base material and construction activity. The vapor retarder material should be placed according to the manufacturer’s recommended method, including the taping and lapping of all joints and wall connections. The architect and/or flooring consultant should select the vapor retarder products compatible with flooring and adhesive materials.

The floor slab should be appropriately cured using moisture retention methods after casting. Typical floor slab curing methods should be used for at least 7 days.

The architect or flooring consultant should assign curing methods consistent with current applicable American Concrete Institute (ACI) procedures with consideration of curing method compatibility to proposed surface treatments, flooring and adhesive materials.

4.8 Entrance Slabs and Sidewalks

Slabs and sidewalks adjacent to building entrances must be designed to reduce the effects of differential frost action between adjacent pavement, doorways, and entrances.

We recommend that non-frost susceptible Structural Fill be provided to a depth of at least 3.5 feet below the top of entrance slabs. In these areas, this thickness of Structural

Fill should extend the full footprint of the entrance slabs and transition upward to the bottom of the adjacent sidewalk or pavement gravels at a 3H:1V or flatter slope as depicted on the Foundation Detail Sketch in Appendix B.

4.9 Fill Materials and Compaction

The need for fill placement in the building area is expected to be relegated predominantly to foundation backfill. We recommend the following fill materials:

Structural Fill: Clean, non-frost susceptible sand and gravel free of organics and other deleterious materials meeting the following gradation:

Structural Fill Sieve Size Percent Finer by Weight

4 inch 100 3 inch 90 to 100 ¼ inch 25 to 90 No. 40 0 to 30 No. 200 0 to 6

Structural Fill is recommended for use as:

• Foundation backfill, including perimeter building wall that will act as retaining structures

• Backfill within frost transition zones below entrance slabs and sidewalks

In our opinion, RIDOT M.01.09 Gravel Borrow, Column 1a meets the intent of Structural

Fill, as recommended herein.

Granular Borrow: Imported materials consisting of a mixture of sand, gravel and silt meeting the following gradation:

GRANULAR BORROW

Sieve Size Percent Finer by Weight 6 Inch 100

Portion Passing 3 Inch Sieve No. 40 0 to 70

No. 200 0 to 20

Granular Borrow is recommended for use as:

• Fill to raise grades in paved areas

• Fill placed in conjunction with construction of reinforced slopes

Crushed Stone: Crushed, washed, hard, durable rock meeting the gradation requirements for ASTM D-448, No. 57 stone. Crushed Stone is recommended for use as:

• Working mat below footings

• Backfill for repair of soft or yielding areas

• Slab base material

Recycled Products: Borrow products including recycled crushed materials such as asphalt, concrete, and brick can be submitted to S.W.COLE for review and consideration as Structural Fill and/or Granular Borrow. Recycled products must also be tested in accordance with state environmental regulations and approved by a qualified environmental consultant.

Re-Use: Excavated soils are expected to consist of granular fills. The materials may be reusable as fill to raise grades in paved areas and as reinforced embankment fills provided they are free of organics, objectionable materials, particle sizes greater than 6 inches and are at a moisture content consistent with meeting project compaction requirements.

Placement and Compaction: Fill should be placed in horizontal lifts and compacted such that the desired density is achieved throughout the lift thickness with 3 to 5 passes of the compaction equipment. Loose lift thicknesses for grading, fill and backfill activities should not exceed 12 inches. We recommend that fill and backfill in building and paved areas, as well as reinforced embankment fills, be compacted to at least 95 percent of its maximum dry density as determined by ASTM D-1557. Crushed Stone should be compacted with 3 to 5 passes of a vibratory plate compactor having a static weight of at least 500 pounds.

4.10 Weather Considerations

Construction activity should be limited during wet and freezing weather and the site soils may require drying or thawing before construction activities may continue. The contractor should anticipate the need for water to temper fills in order to facilitate compaction during dry weather. If construction takes place during cold weather, subgrades, foundations and floor slabs must be protected during freezing conditions. Concrete and fill must not be placed on frozen soil; and once placed, the concrete and soil beneath the structure must be protected from freezing.

4.11 Design Review and Construction Testing

S.W.COLE should be retained to review the construction documents prior to bidding to determine that our earthwork, foundation and pavement recommendations have been properly interpreted and implemented.

A soils and concrete testing program should be implemented during construction to observe compliance with the design concepts, plans, and specifications. S.W.COLE is available to observe earthwork activities, the preparation of foundation bearing surfaces and pavement subgrades, as well as to provide testing and IBC Special Inspection services for soils, concrete, steel, spray-applied fireproofing, structural masonry and asphalt construction materials.

5.0 CLOSURE

It has been a pleasure to be of assistance to you with this phase of your project. We look forward to working with you during the construction phase of the project.

Sincerely, S. W. Cole Engineering, Inc.

Ryan S. Larmouth Geotechnical Engineer

Chad B. Michaud, P.E.

Principal Geotechnical Engineer

RSL:cbm

APPENDIX A

Limitations This report has been prepared for the exclusive use of WBRC Architects / Engineers for specific application to the proposed VAMC New Mental Health Building, Phase 2 in

Providence, Rhode Island. S. W. Cole Engineering, Inc. (S.W.COLE) has endeavored to conduct our services in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made.

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

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

Observations have been made during exploration work to assess site groundwater levels. Fluctuations in water levels will occur due to variations in rainfall, temperature, and other factors.

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

Recommendations contained in this report are based substantially upon information provided by others regarding the proposed project. In the event that any changes are made in the design, nature, or location of the proposed project, S.W.COLE should review such changes as they relate to analyses associated with this report.

Recommendations contained in this report shall not be considered valid unless the changes are reviewed by S.W.COLE.

APPENDIX B

Figures

APPENDIX C

Exploration Logs and Key

D-1

D-2

D-3

D-4

D-5

D-6

24/12

24/14

24/15

24/0

24/15

24/17

4-3-4-5

8-18- 24-27

10-19- 17-12

21-19- 17-16

4-4-3-3

3-3-3-4

Moist,�loose,�brown,�silty�F-C�SAND,�some gravel,�(FILL)

Moist,�dense,�light�brown�to�dark�grey, gravelly�F-C�SAND,�trace�silt,�(FILL)

No�recovery

Moist,�loose,�brown,�F-C�SAND�(SP)

0-2

4-6

9-11

14-16

19-21

24-26

Pen.�=�Penetration�Length Rec.�=�Recovery�Length

LOGGED�BY: R.�Larmouth

CORE�BARREL: N/A

At�time�of�Drilling At�Completion�of�Drilling After�Drilling

D�=�Split�Spoon�Sample

CASING�ID/OD: N/A�/N/A

Water�Level

AUGER�ID/OD: �2�1/4�in�/�5�5/8�in

ELEVATION�(FT): 86'�+/-

bpf�=�Blows�per�Foot

TOTAL�DEPTH�(FT): 61.0

U�=�Thin�Walled�Tube�Sample

LOCATION: See�Exploration�Location�Plan

DRILLER: K.�Hoffman

KEY�TO�NOTES

AND�SYMBOLS:

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

Drilling�Information

RIG�TYPE: Geoprobe

HAMMER�TYPE: Automatic

GENERAL�NOTES:

HAMMER�WEIGHT�(lbs): 140�/�300

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

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

HAMMER�DROP�(inch): 30�/�16

DRILLING�CO.: Hoffman�Environmental�Services

PID�=�Photoionization�Detector N/A�=�Not�Applicable

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

�=�Friction�Angle�(Estimated)

DRILLING�METHOD: Hollow�Stem�Auger

WATER�LEVEL�DEPTHS�(ft): 6/04/2021�01:11�pm��Not�encountered

HAMMER�EFFICIENCY�FACTOR:

G ra p h ic �L o g

Elev.

(ft)

(Continued�Next�Page)

Sample No. T y p e

Depth (ft)

Casing Pen.

(bpf)

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

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

Pen./ Rec.

(in)

SAMPLE�INFORMATION

H20 Depth

Blow Count or

RQD

Remarks Sample

Description�& Classification

Depth (ft)

Field�/�Lab Test�Data

BORING�LOG

DATE�FINISH: 6/4/2021

BORING�NO.: B-1

BORING�NO.: B-1

PROJECT�NO. 20-1745

SHEET: 1�of�3

DATE�START: 6/4/2021

CLIENT: WBRC

PROJECT: MHB�Phase�2

LOCATION: Providence�VA,�Providence,�Rhode�Island

B O R

IN

G �W E L L -1 .G P J S W C E �T E M P L A T E .G D T /2 /2

4.0

14.0

19.0

Auger�grinding�13'-14'

D-7

D-8

D-9

D-10

D-11

D-12

24/18

24/12

24/8

24/12

24/18

24/20

4-5-4-7

8-8-10-

7-9-10-

8-7-8-

7-9-10-

10-13- 13-13

Moist,�medium�dense,�gray,�F�SAND,�layered gravel�(SP)

Moist,�medium�dense,�gray,�F-C�SAND, some�gravel�(SP)

Moist,�medium�dense,�gray,�F-C�SAND, some�silt,�some�gravel

Moist,�medium�dense,�gray,�layered�F�SAND, trace�silt

Moist,�medium�dense,�gray,�F-C�SAND,�trace silt

29-31

34-36

39-41

44-46

49-51

54-56

G ra p h ic �L o g

Elev.

(ft)

(Continued�Next�Page)

Sample No. T y p e

Depth (ft)

Casing Pen.

(bpf)

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

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

Pen./ Rec.

(in)

SAMPLE�INFORMATION

H20 Depth

Blow Count or

RQD

Remarks Sample

Description�& Classification

Depth (ft)

Field�/�Lab Test�Data

BORING�LOG

DATE�FINISH: 6/4/2021

BORING�NO.: B-1

BORING�NO.: B-1

PROJECT�NO. 20-1745

SHEET: 2�of�3

DATE�START: 6/4/2021

CLIENT: WBRC

PROJECT: MHB�Phase�2

LOCATION: Providence�VA,�Providence,�Rhode�Island

B O R

IN

G �W E L L -1 .G P J S W C E �T E M P L A T E .G D T /2 /2

29.0

34.0

44.0

49.0

54.0

D-13 24/16 18-15- 9-10

Bottom�of�Exploration�at�61.0�feet

59-61

G ra p h ic �L o g

Elev.

(ft)

Sample No. T y p e

Depth (ft)

Casing Pen.

(bpf)

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

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

Pen./ Rec.

(in)

SAMPLE�INFORMATION

H20 Depth

Blow Count or

RQD

Remarks Sample

Description�& Classification

Depth (ft)

Field�/�Lab Test�Data

BORING�LOG

DATE�FINISH: 6/4/2021

BORING�NO.: B-1

BORING�NO.: B-1

PROJECT�NO. 20-1745

SHEET: 3�of�3

DATE�START: 6/4/2021

CLIENT: WBRC

PROJECT: MHB�Phase�2

LOCATION: Providence�VA,�Providence,�Rhode�Island

B O R

IN

G �W E L L -1 .G P J S W C E �T E M P L A T E .G D T /2 /2

KEY TO NOTES & SYMBOLS

Test Boring and Test Pit Explorations

Stratification lines represent the approximate boundary between soil types and the transition may be gradual.

Key to Symbols Used:

w - water content, percent (dry weight basis) qu - unconfined compressive strength, kips/sq. ft. - laboratory test Sv - field vane shear strength, kips/sq. ft.

Lv - lab vane shear strength, kips/sq. ft.

qp - unconfined compressive strength, kips/sq. ft. – pocket penetrometer test O - organic content, percent (dry weight basis) WL - liquid limit - Atterberg test WP - plastic limit - Atterberg test WOH - advance by weight of hammer WOM - advance by weight of man WOR - advance by weight of rods HYD - advance by force of hydraulic piston on drill RQD - Rock Quality Designator - an index of the quality of a rock mass.

γT - total soil weight γB - buoyant soil weight

Description of Proportions: Description of Stratified Soils

Parting: 0 to 1/16” thickness Trace: 0 to 5% Seam: 1/16” to 1/2” thickness Some: 5 to 12% Layer: ½” to 12” thickness “Y” 12 to 35% Varved: Alternating seams or layers And 35+% Occasional: one or less per foot of thickness With Undifferentiated Frequent: more than one per foot of thickness

REFUSAL: Test Boring Explorations - Refusal depth indicates that depth at which, in the drill foreman's opinion, sufficient resistance to the advance of the casing, auger, probe rod or sampler was encountered to render further advance impossible or impracticable by the procedures and equipment being used.

REFUSAL: Test Pit Explorations - Refusal depth indicates that depth at which sufficient resistance to the advance of the backhoe bucket was encountered to render further advance impossible or impracticable by the procedures and equipment being used.

Although refusal may indicate the encountering of the bedrock surface, it may indicate the striking of large cobbles, boulders, very dense or cemented soil, or other buried natural or man-made objects or it may indicate the encountering of a harder zone after penetrating a considerable depth through a weathered or disintegrated zone of the bedrock.

APPENDIX D

Laboratory Test Results

Project�Name PROVIDENCE�VAMC�MHP�PHASE�2�-�GEOTECHNICAL�

ENGINEERING/EXPLORATION/EVALUATION�SERVICES

Project�Number 20-1745

Lab�ID 4266T

Material�Source N/A Date�Completed 9/9/2021

Tested�By RYAN�HANSEN-BROWN

Date�Received 9/8/2021

ASTM�C-117�&�C-136

Client WBRC�ARCHITECTS/ENGINEERS

Exploration B-1�D-3�DEPTH�9-11'

Report�of�Gradation

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.00100.01000.10001.000010.0000100.0000

SIEVE�SIZE�-�mm

A M O U N T �P A S S

IN

G

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

SIEVE�SIZE AMOUNT�PASSING�(%)STANDARD�

DESIGNATION�(mm/µm)

2" 10050�mm

1-1/2" 10038.1�mm

1" 9125.0�mm

3/4" 9119.0�mm

1/2" 8912.5�mm

3/8" 839.5�mm

No.�4 31%�Gravel694.75�mm

No.�10 562.00�mm

No.�20 37850�um

No.�40 58.5%�Sand23425�um

No.�50 19300�um

No.�100 14150�um

No.�200 10.5%�Fines10.575�um

SheetComments: As�Delivered�Moisture�=�4.9%

Project�Name PROVIDENCE�VAMC�MHP�PHASE�2�-�GEOTECHNICAL�

ENGINEERING/EXPLORATION/EVALUATION�SERVICES

Project�Number 20-1745

Lab�ID 4267T

Material�Source N/A Date�Completed 9/9/2021

Tested�By RYAN�HANSEN-BROWN

Date�Received 9/8/2021

ASTM�C-117�&�C-136

Client WBRC�ARCHITECTS/ENGINEERS

Exploration B-1�D-6�DEPTH�24-26'

Report�of�Gradation

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.00100.01000.10001.000010.0000100.0000

SIEVE�SIZE�-�mm

A M O U N T �P A S S

IN

G

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

SIEVE�SIZE AMOUNT�PASSING�(%)STANDARD�

DESIGNATION�(mm/µm)

2" 10050�mm

1-1/2" 10038.1�mm

1" 10025.0�mm

3/4" 10019.0�mm

1/2" 10012.5�mm

3/8" 1009.5�mm

No.�4 0.4%�Gravel1004.75�mm

No.�10 912.00�mm

No.�20 43850�um

No.�40 93.4%�Sand16425�um

No.�50 12300�um

No.�100 9150�um

No.�200 6.2%�Fines6.275�um

SheetComments: As�Delivered�Moisture�=�4.3%

APPENDIX E

Slope Stability Analyses

.6

.6

W

�1 .0 �lb s/ ft 2�5 .0 �l b s/ ft

�5 .0 �lb s/ ft

.6

.6

M in

�F S

M e th o d �N am e

.8

B is h o p �s im p lif ie d

.6

Ja n b u �s im p lif ie d

.8

G

LE

�M o rg en st er n ‐P ri ce

H u

H u �T yp e W at e r� Su rf ac e A llo w �S lid in g

P h i�( d eg

C o h e si o n� (p sf

St re n gt h �T yp e U n it �W e ig h t� (l b s/ ft

C o lo r

M at e ri al �N am e

C u st o m

W at er �S u rf ac e

M o h r‐ C o u lo m b

Ex is ti gn

�F ill

C u st o m

W at er �S u rf ac e

M o h r‐ C o u lo m b

Sa n d

C u st o m

W at er �S u rf ac e

M o h r‐ C o u lo m b

Im p ro ve d�

So il

C u st o m

W at er �S u rf ac e

M o h r‐ C o u lo m b

C o m p ac te d�

Fi ll

C u st o m

W at er �S u rf ac e Ye s In fi n it e� st re n gt h

C o n ce te

S a f e t y

F a c t o r

160 140 120 100 80 60 40 20 0

-1

-8

-6

-4

-2

S lo p e �S ta b ili ty �a t� A -A

S .W

C o le �E n g in e e ri n g In c.

:2

R S L

S e ct io n �A

-A sl m d

/2

/2

M e n ta l� H e a lt h �B u ild in g �P h a se

�2

S L

ID

E

IN

T E R P R E T �9 .0

.9

.9

W

�5 .0 �lb s /f t2

�1 .0 �lb s/ ft

�5 .0 �l b s/ ft

�5 .0 �lb s/ ft

�5 .0 �lb s/ ft

.9

.9

M in �F S

M e…