36C25018B0688-005.pdf

DEPARTMENT OF VETERANS

AFFAIRS

MARION, INDIANA

Build Primary Care Clinic - PACT

Client Project Number: 610-303 / 269296

Issued for Construction

Project Manual

VOLUME: 1 OF 4

March 19, 2018

HDR Project No. 610-303 / 269296

03-19-18

(Bradley E. Mosness) Date

3-19-183-19-18

610-303 / 269296 Department of Veterans Affairs February 28, 2018

Primary Care Clinic - PACT – 100% CD Submission

TABLE OF CONTENTS

00 01 10 - 1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

Section 00 01 10

DIVISION 00 - SPECIAL SECTIONS DATE

00 01 15 List of Drawing Sheets 07-15

00 31 00 Informational Documents 05-16

00 31 33 Subsurface Drilling and Sampling Information HDR

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 11-15

01 26 13 Requests for Information (RFI) HDR

01 31 19 Project Meetings HDR

01 31 26 Newforma Contract Management System Requirements HDR

01 31 33 Mechanical and Electrical Submittal Coordination 10-15

01 33 23 Shop Drawings, Product Data, and Samples 03-16

01 35 26 Safety Requirements 02-17

01 42 19 Reference Standards 05-16

01 43 43 Coordination Drawings 07-15

01 45 29 Testing Laboratory Services 06-16

01 46 00 Blast Specifications 07-15

01 57 19 Temporary Environmental Controls 01-11

01 58 16 Temporary Interior Signage 07-15

01 74 19 Construction Waste Management 09-13

01 81 13 Sustainable Construction Requirements 09-15

01 81 13.21 Sustainability Certification Requirements – GREEN

GLOBES

09-15

01 91 00 General Commissioning Requirements 10-15

DIVISION 02 – EXISTING CONDITIONS

00 01 10 - 2

02 21 13 Site Surveys 08-16

02 41 00 Demolition 02-15

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 12-15

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 02-16

04 05 16 Masonry Grouting 02-16

04 20 00 Unit Masonry 02-16

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 02-16

05 36 00 Composite Metal Decking 10-15

05 40 00 Cold-Formed Metal Framing 05-16

05 50 00 Metal Fabrications 07-14

DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-15

06 20 00 Finish Carpentry 08-16

DIVISION 07 – THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 11-16

07 13 52 Modified Bituminous Sheet Waterproofing 08-16

07 21 13 Thermal Insulation 02-16

07 21 31 Sprayed Polyurethane Foam (SPF) Insulation – Medium

Density

HDR

07 22 00 Roof and Deck Insulation 02-16

07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 02-16

07 40 00 Roofing and Siding Panels 10-15

00 01 10 - 3

07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 02-16

07 60 00 Flashing and Sheet Metal 07-14

07 72 00 Roof Accessories 10-15

07 81 00 Applied Fireproofing 10-15

07 84 00 Firestopping 02-16

07 84 53 Perimeter Fire Containment Systems 05-16

07 92 00 Joint Sealants 10-15

07 95 13 Expansion Joint Cover Assemblies 02-16

DIVISION 08 – OPENINGS

08 11 13 Hollow Metal Doors and Frames 08-16

08 14 00 Interior Wood Doors 02-16

08 31 13 Access Doors and Frames 02-16

08 36 16.13 High Performance Barn (Sliding) Door 01-17

08 41 13 Aluminum-Framed Entrance and Storefronts 08-16

08 42 29 Automatic Entrances HDR

08 71 00 Door Hardware 01-16

08 71 13 Automatic Door Operators 02-16

08 80 00 Glazing 10-15

08 90 00 Louvers and Vents 05-15

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 02-15

09 06 00 Schedule for Finishes 04-15

09 22 16 Non-Structural Metal Framing 05-16

09 29 00 Gypsum Board 11-14

09 30 13 Ceramic/Porcelain Tiling 10-15

09 51 00 Acoustical Ceilings 12-16

09 54 23 Linear Metal Ceilings 10-15

09 65 13 Resilient Base and Accessories 02-16

09 65 16 Resilient Sheet Flooring 02-16

09 65 19 Resilient Tile Flooring 12-15

09 68 00 Carpeting 10-15

00 01 10 - 4

09 72 31 Polyethylene Fabric Wallcovering 05-15

09 91 00 Painting 01-16

DIVISION 10 – SPECIALTIES

10 14 00 Signage 10-15

10 21 13 Toilet Compartments 12-15

10 26 00 Wall and Door Protection 10-15

10 28 00 Toilet, Bath, and Laundry Accessories 02-16

10 44 13 Fire Extinguisher Cabinets 08-14

DIVISION 11 – EQUIPMENT

11 52 13 Projection Screens HDR

11 53 02 Examination and Treatment Equipment 10-16

11 73 00 Ceiling Mounted Patient Lift System 01-17

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 09-15

12 32 00 Manufactured Wood Casework 09-15

12 34 00 Manufactured Plastic Casework 10-15

12 36 00 Countertops 12-15

12 48 13 Entrance Floor Mats and Frames HDR

DIVISION 13 - SPECIAL CONSTRUCTION

13 05 41 Seismic Restraint Requirements for Non-Structural

Components 01-14

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16

21 13 13 Wet-Pipe Sprinkler Systems 06-15

00 01 10 - 5

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 07-16

22 05 19 Meters and Gages for Plumbing Piping 09-15

22 05 23 General-Duty Valves for Plumbing Piping 09-15

22 05 70 Demolition 08-17

22 07 11 Plumbing Insulation 09-15

22 08 00 Commissioning of Plumbing Systems 11-16

22 11 00 Facility Water Distribution 09-15

22 13 00 Facility Sanitary and Vent Piping 09-15

22 13 29 Sanitary Sewerage Pumps 09-15

22 14 00 Facility Storm Drainage 09-15

22 14 29 Sump Pumps 09-15

22 34 00 Fuel-Fired Domestic Water Heaters 09-15

22 40 00 Plumbing Fixtures 09-15

22 62 00 Vacuum Systems for Laboratory and Healthcare

Facilities 09-15

22 63 00 Gas Systems for Laboratory and Healthcare

Facilities 09-15

22 71 02 Facility Natural-Gas Piping

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 10 Common Work Results for Boiler Plant and Steam

Generation 02-15

23 05 11 Common Work Results for HVAC 02-15

23 05 12 General Motor Requirements for HVAC and Steam

Generation Equipment 11-10

23 05 41 Noise and Vibration Control for HVAC Piping and

Equipment 02-15

23 05 93 Testing, Adjusting, and Balancing for HVAC 02-15

23 07 11 HVAC and Boiler Plant Insulation 02-15

23 08 00 Commissioning of HVAC Systems 11-16

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

23 11 23 Facility Natural-Gas Piping 02-15

00 01 10 - 6

23 21 11 Boiler Plant Piping System 02-15

23 21 13 Hydronic Piping 09-12

23 21 23 Hydronic Pumps 02-15

23 25 00 HVAC Water Treatment 02-15

23 31 00 HVAC Ducts and Casings 03-13

23 34 00 HVAC Fans 02-15

23 36 00 Air Terminal Units 02-15

23 37 00 Air Outlets and Inlets 02-15

23 40 00 HVAC Air Cleaning Devices 02-12

23 52 25 Low-Pressure Water Heating Boilers 05-10

23 64 00 Packaged Water Chillers 04-11

23 73 00 Indoor Central-Station Air-Handling Units 04-11

DIVISION 25 – INTEGRATED AUTOMATION

25 10 10 Advanced Utility Metering

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16

26 05 13 Medium-Voltage Cables 01-17

26 05 19 Low-Voltage Electrical Power Conductors and Cables 07-13

26 05 26 Grounding and Bonding for Electrical Systems 12-12

26 05 33 Raceway and Boxes for Electrical Systems 05-14

26 05 41 Underground Electrical Construction 01-17

26 05 73 Overcurrent Protective Device Coordination Study 12-15

26 08 00 Commissioning of Electrical Systems 11-16

26 09 23 Lighting Controls 05-14

26 12 19 Pad-Mounted, Liquid-Filled, Medium-Voltage

Transformers 12-15

26 13 16 Medium-Voltage Fusible Interrupter Switches 12-12

26 24 13 Distribution Switchboards 08-14

26 24 16 Panelboards 05-14

26 27 26 Wiring Devices 01-16

26 29 11 Motor Controllers 08-14

00 01 10 - 7

26 29 21 Enclosed Switches and Circuit Breakers 12-12

26 36 23 AUTOMATIC TRANSFER SWITCHES 01-17

26 41 00 Facility Lightning Protection 01-17

26 43 13 Surge Protective Device 01-17

26 51 00 Interior Lighting 08-14

26 56 00 Exterior Lighting 05-14

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 06-15

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

27 05 33 Raceways and Boxes for Communications Systems 06-15

27 08 00 Commissioning of Communications Systems 11-16

27 10 00 Control, Communication and Signal Wiring 06-15

27 11 00 Communications Equipment Room Fittings 06-15

27 15 00 Communications Structured Cabling 01-16

27 41 31 Master Antenna Television Equipment and Systems 06-15

27 51 16 Public Address and Mass Notification Systems 10-15

27 52 23 Nurse Call and Code Blue Systems 10-15

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and

Security 09-11

28 05 13 Conductors and Cables for Electronic Safety and

Security 09-11

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 08 00 Commissioning of Electronic Safety and Security

Systems 11-16

28 13 00 Physical Access Control System 10-11

28 23 00 Video Surveillance 09-11

28 26 00 Electronic Personal Protection Systems 09-11

00 01 10 - 8

28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 00 Earthwork

31 23 19 Dewatering

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements

32 12 16 Asphalt Paving

32 17 23 Pavement Markings

DIVISION 33 - UTILITIES

33 10 00 Water Utilities

33 30 00 Sanitary Sewer Utilities

33 40 00 Storm Sewer Utilities

33 51 00 Natural Gas Distribution

DIVISION - TRANSPORTATION

34 71 13 Vehicle Barriers

07-01-15

610-303 / 269296 Department of Veterans Affairs Mar ch 19, 2018 Primary Care Clinic - PACT - Issued for Constructi on

LIST OF DRAWING SHEETS

00 01 15 - 1

SECTION 00 01 15

PART 1 - GENERAL

1.1 SUMMARY

A. The Drawings listed below accompanying this Specifi cation form a part of the contract.

DRAWING NO. TITLE

GENERAL

G-000 COVER

G-101 ABBREVIATIONS AND SYMBOLS

GC-101 PROJECT PHASING

GI-001 LIFE SAFETY PLANS

GI-200 INFECTION CONTROL PANEL

CIVIL

GS01 COVER SHEET

GS02 TOPOGRAPHIC SURVEY

GS03 REMOVALS PLAN

GS04 SITE DEVELOPMENT PLAN

GS05 UTILITY RELOCATION PLAN

GS06 DRAINAGE AND GRADING PLANS

GS07 CONSTRUCTION DETAILS

GS08 CONSTRUCTION DETAILS

GS09 CONSTRUCTION DETAILS

GS10 CONSTRUCTION DETAILS (VA STANDARDS)

GS11 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

GS12 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

GS13 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

GS14 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

GS15 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

STRUCTURAL

SB100 BASEMENT FOUNDATION

SF100 FOUNDATION AND FRAMING PLAN

SF101 ROOF BOTTOM REINFORCING

SF102 ROOF TOP REINFORCING

SF103 CANOPY PLANS AND DETAIL

SJ100 STRUCTURAL DETAILS

SJ101 STRUCTURAL DETAILS

SJ102 STUCTURAL NOTES

SJ103 BEAM SCHEDULE

ARCHITECTURE

Primary Care Clinic - PACT - Issued for Constructi on

00 01 15 - 2

A-002 TYP. MOUNTING HEIGHTS

A-003 ALTERNATE DEFINITIONS

AD101 PLAN - DEMOLITION

A-10B PLAN - BASEMENT

A-101 PLAN - FIRST FLOOR

A-101D FLOOR PLAN, FIRST FLOOR – AREA D

A-101E FLOOR PLAN, FIRST FLOOR – AREA E

A-103 PLAN – ROOF

AC10B REFLECTED CEILING PLAN – BASEMENT

AC101 REFLECTED CEILING PLAN – FIRST FLOOR

AC101D REFLECTED CEILING PLAN – AREA D

AC101E REFLECTED CEILING PLAN – AREA E

A-200 ELEVATIONS - EXTERIOR BUILDING

A-201 ELEVATIONS - EXTERIOR BUILDING

A-301 SECTIONS - BUILDING

A-302 SECTIONS - BUILDING

A-350 SECTIONS - EXTERIOR WALL

A-351 SECTIONS – EXTERIOR WALL

A-460 CASEWORK

A-461 CASEWORK

A-501 SECTIONS - DETAILS

A-502 SECTIONS - DETAILS

A-503 SECTIONS - DETAILS

A-520 PLAN DETAILS

A-521 PLAN DETAILS

A-540 SECTIONS/ PLANS DETAILS - STAIRS

A-550 DETAILS

A-601 DOOR AND FRAME SCHEDULE

A-710 DOOR AND FRAME TYPES & DETAILS

A-711 SLIDING DOOR DETAILS

A-712 SLIDING DOOR DETAILS

A-720 INTERIOR PARTITION TYPES AND DETAILS

A-721 HEAD-OF-WALL DETAILS

A-722 PARTITION FRAMING DETAILS

A-730 CEILING DETAILS

AW10A

SIGNAGE MESSAGE SCHEDULE BASEMENT AND FIRST

FLOOR

AW10B SIGNAGE PLAN- BASEMENT – OVERALL

AW101 SIGNAGE PLAN – FIRST FLOOR – OVERALL

AW102 INTERIOR SIGNAGE STANDARDS

AW103

INTERIOR SIGNAGE-LIFESAFETY SIGN TYPES IN-

01.01.01-IN-01.05

AW104 INTERIOR SIGNAGE-LIFESAFETY SIGN TYPES IN-

Primary Care Clinic - PACT - Issued for Constructi on

00 01 15 - 3

01.11-IN-01.22

AW105

INTERIOR SIGNAGE – ROOM ID SIGNS SIGN TYPE IN-

4.03-IN-09.03.

AW106

INTERIOR SIGNAGE – WAYFINDING SIGN TYPE IN-

14.04 –IN17.05

AW750 SIGNAGE

AW751 SIGNAGE

INTERIORS

I-10B INTERIOR FLOOR AND WALL FINISH PLANS-BASEMENT

I-101 INTERIOR WALL FINISH PLAN - FIRST FLOOR

IN101 FLOOR FINISH AND PATTERN PLAN - FIRST FLOOR

IP101 WALL PROTECTION PLAN - FIRST FLOOR

I-201 ELEVATIONS - INTERIOR

I-202 ELEVATIONS - INTERIOR

I-203 ELEVATIONS - INTERIOR

I-501 INTERIOR DETAILS

EQUIPMENT

Q-101D FURNITURE AND EQUIPMENT PLANS - AREA D

Q-101E FURNITURE AND EQUIPMENT PLANS - AREA E

Q-601 FURNITURE AND EQUIPMENT MASTER SCHEDULE

Q-602 EQUIPMENT SCHEDULE AREA D

Q-603 EQUIPMENT SCHEDULE AREA E

FIRE PROTECTION

FX201 FIRE PROTECTION PLANS

FJ501

FIRE PROTECTION SCHEDULES, DETAILS & SYMBOLS

LIST

PLUMBING

PP200 PLUMBING BASEMENT & UNDERFLOOR PLANS

PP201 PLUMBING FIRST FLOOR PLANS

PP202 PLUMBING ROOF PLAN

PP401 PLUMBING ENLARGED PLAN

PP402 PLUMBING ENLARGED PLAN

PG301 MEDICAL GAS PIPING PLANS

PQ501 PLUMBING SCHEDULES & SYMBOLS LIST

PQ601 PLUMBING DETAILS

PQ602 PLUMBING DETAILS

PQ603 PLUMBING DETAILS

PW701 PLUMBING STACKS

PW702 PLUMBING STACKS

PW703 PLUMING DIAGRAMS

MECHANICAL

MH201 HVAC FIRST FLOOR PLANS

MH301 HVAC PIPING FIRST FLOOR NEW WORK PLANS

Primary Care Clinic - PACT - Issued for Constructi on

00 01 15 - 4

MH401 HVAC ENLARGED PLAN

MH402 HVAC SECTIONS

MH501 HVAC SCHEDULES & SYMBOLS LIST

MH502 HVAC SCHEDULES

MH601 HVAC DETAILS

MH602 HVAC DETAILS

MH701 HVAC ZONE DIAGRAM

MP200 HVAC BASEMENT NEW WORK PLAN

ELECTRICAL

E-000 ELECTRICAL SYMBOLS LIST

ED001 ELECTRICAL SITE PLAN - DEMO

ED101 ELECTRICAL FIRST FLOOR DEMOLITION

ES002 ELECTRICAL SITE PLAN - NEW

EL201 ELECTRICAL BASEMENT LIGHTING PLAN

EL203 ELECTRICAL FIRST FLOOR LIGHTING PLAN - AREA D

EP301 ELECTRICAL BASEMENT POWER PLAN

EP302 ELECTRICAL FIRST FLOOR POWER PLAN - AREA D

EP303 ELECTRICAL FIRST FLOOR POWER PLAN - AREA E

EP304 ELECTRICAL FIRST LIGHTNING PLAN - OVERALL

EP401 ELECTRICAL ENLARGED PLANS

EJ501 ELECTRICAL SCHEDULES

EJ502 ELECTRICAL SCHEDULES

EJ601 ELECTRICAL ONE-LINE DIAGRAM

EJ602 ELECTRICAL ONE-LINE DIAGRAM SCHEDULES

EK701 ELECTRICAL DETAILS

EK702 ELECTRICAL DETAILS

EK703 ELECTRICAL DETAILS

FA801 ELECTRICAL BASEMENT FIRE ALARM PLAN

FA802 ELECTRICAL FIRST FLOOR FIRE ALARM PLAN -AREA D

FA803 ELECTRICAL FIRST FLOOR FIRE ALARM PLAN -AREA E

ET000 TECHNOLOGY SYMBOL LIST

ET001 TECHNOLOGY SITE PLAN

ET101 TECHNOLOGY BASEMENT PLAN

ET201 TECHNOLOGY FIRST FLOOR PLAN - AREA D

ET202 TECHNOLOGY FIRST FLOOR PLAN - AREA E

ET301 TECHNOLOGY ENLARGED PLANS

ET401 TECHNOLOGY DETAILS

ET402 TECHNOLOGY DETAILS

ET403 TECHNOLOGY DETAILS

Primary Care Clinic - PACT - Issued for Constructi on

00 01 15 - 5

PART 2 - PRODUCTS - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)

PART 3 - EXECUTION - (NOT APPLICABLE TO THIS SPECIFICATION SECTION)

END OF SECTION

Primary Care Clinic - PACT - Issued for Constructi on

00 01 15 - 6

05-03-16

Primary Care Clinic - PACT - Issued for Constructi on

INFORMATIONAL DOCUMENTS

00 31 00 - 1

SECTION 00 31 00

PART 1 - GENERAL

1.1 SUMMARY

A. This Section addresses informational documents, rep orts and drawings available to bidders.

B. Listed documents are not authored by Owner or Archi tect, unless otherwise noted, but included in Bidding Documents for reference and coordination purposes only.

1.2 GEOTECHNICAL REPORT

A. Geotechnical Report has been prepared for the Owner by Weaver

Consultants Group.

1. Date of Report: July 21, 2016.

B. Owner and Architect accept no responsibility for in formation contained in the Geotechnical Report.

C. The cost for obtaining additional geotechnical info rmation required for bidding / construction are the Contrac tor’s responsibility.

1.3 EXISTING FACILITY STATEMENT OF CONDITIONS

A. Life Safety Drawings.

B. Architect accepts no responsibility for completenes s or accuracy of Existing Facility Statement of Conditions or Lif e Safety

Drawings.

05-03-16

Primary Care Clinic - PACT - Issued for Constructi on

00 31 00 - 2

HDR

610-303 / 269296 Department of Veterans Affairs March 19, 2018 Primary Care Clinic - PACT - Issued for Construction

SUBSURFACE DRILLING AND SAMPLING INFORMATION

00 31 33 - 1

SECTION 00 31 33

PART 1 - GENERAL

1.1 GEOTECHNICAL REPORT

A. Geotechnical Report dated July 21, 2016 has been prepared by

Weaver Consultants Group for the A/E. Report was prepared to assist in design process. Copies are available upon request.

B. No representation or warranty is made by Architect, Engineer, Owner or any other party regarding completeness, accuracy, adequacy, or contents of report or of the subsurface investigation upon which report is based.

C. Copies of report are on file and may be reviewed at office of testing laboratory and Architect.

1.2 BIDDER RESPONSIBILITY

A. Bidders accept full responsibility for using soil information in preparing bids.

B. Bidder is responsible to obtain, at its expense, any additional information necessary to bid and perform Work.

C. Bidders agree they shall make no claim, exceeding actual cost of work, if, in performing the Work, they find actual subsurface conditions encountered do not conform to those indicated by soil borings, test excavations, and other subsurface investigations.

PART 2 - PRODUCTS - NOT USED

PART 3 - EXECUTION - NOT USED

HDR

610-303 / 269296 Department of Veterans Affairs March 19, 2018 Primary Care Clinic - PACT - Issued for Construction

00 31 33 - 2

July 21, 2016 Project No. 4355-351-19-00

HDR, INC.

GEOTECHNICAL EXPLORATION

PACT CLINIC

VA HOSPITAL

1700 E 38th STREET

MARION, INDIANA

Prepared For:

Mr. Mike Supina

HDR, Inc.

444 Cedar Street, Suite 1900

St. Paul, MN 55101

PREPARED BY

35 E. Wacker Drive • Suite 1250 • Chicago, Illinois 60601 • 312.922.1030 • wcgrp.com • Offices Nationwide

July 21 2016 Project No. 4355-351-19-00 HDR, Inc.

Attn: Mr. Mike Supina HDR, Inc.

444 Cedar Street, Suite 1900 St. Paul, MN 55101

Re: Geotechnical Exploration

PACT Building – Addition to Building # 138 VA Hospital 1700 E 38th Street Marion, Indiana

Dear Mr. Supina:

In compliance with your request, Weaver Consultants Group, LLC has completed our geotechnical exploration at the site of the above-referenced project. Our work was completed in general accordance with our Proposal No. WNCP-032-48-15 dated November 18, 2015. The purpose of this study was to explore the stratification and engineering properties of the subsurface soils and to provide recommendations for foundations of proposed primary care Patient Aligned Care Team (PACT) clinic, pavement design and site preparation.

In the body of this report, we present a summary of our findings, an interpretation of the subsurface conditions, our design recommendations, and construction considerations. The property location map and boring location plan are presented in the Figures Appendix. The soil boring logs are presented in the Boring Logs Appendix. The methods for field and laboratory operations are presented in the Exploration Appendix. General Qualifications and Contractual Considerations are presented in the Qualifications Appendix.

Thank you for selecting our firm to assist with this phase of the project. Please call us if there are any questions concerning this report.

Very truly yours, Weaver Consultants Group, LLC.

Annaji Chillarige, Ph.D., P.E. John J. Warner, LPG Senior Geotechnical Engineer Senior Project Manager i

VA Hospital - 1700 E 38th Street

1 EXECUTIVE SUMMARY

2 PROJECT INFORMATION

2.1 Project Identification

2.2 Site Conditions and USDA Survey

2.3 Field Exploration and Laboratory Testing Program

3 SUBSURFACE CONDITIONS

3.1 Subsurface Conditions

3.2 Groundwater Observations

3.3 Soil Boring Logs

4 DESIGN RECOMMENDATIONS

4.1 Basis

4.2 Building Foundation

4.3 Shallow Foundation Options

4.3.1 Ground Improvement – Mass Removal/Replacement Option

4.3.2 Shallow Foundation Design Considerations

4.4 Deep Foundation Options

4.4.1 Drilled Piers (Caissons)

4.5 Foundations – Adjacent Existing Building

4.6 Floor Slab

4.7 Below Grade Walls

4.7.1 Lateral Earth Pressure on Below-Grade walls

4.7.2 Ground Water Control

4.8 Seismic Site Classification

4.9 Pavement

4.9.1 General

5 CONSTRUCTION CONSIDERATIONS

5.1 Site/Subgrade Preparation

5.2 Shallow Foundation Excavations

5.3 Structural Fill

5.4 Fill Placement Control

5.5 Construction Observations

5.6 Groundwater Concerns

5.7 Excavation Slope Stability

5.8 Limitations

ii

VA Hospital - 1700 E 38th Street

APPENDICES

Appendix A - Figures Figure 1A: Site Location Map Figure 1B: Proposed PACT Clinic Plan Figure 2: Boring Location Plan

Appendix B – Soil Boring Logs Boring logs B-1 through B-6 Appendix C – Laboratory Test Results Laboratory Test Results Appendix D - Field Exploration

Log of Soil Boring General Notes Unified Soil Classification System Field Exploration Procedures Boring Log Preparation Laboratory Testing Procedures

Appendix E - Qualifications General Qualifications and Contractual Considerations

Weaver Consultants Group, LLC K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

1 EXECUTIVE SUMMARY

An addition to Building # 138 to house primary care Patient Aligned Care Team (PACT) clinic is proposed at the VA Hospital in Marion, Indiana. We understand that the proposed addition is a single story building with a slab-on-grade structure within a floor area of approximately 15,000 square feet. A part of the PACT building will have a 11’-4” deep basement. Column spacing will be in the range of 32 feet and column loads are expected to be in the range of 500 to 775 kips.

Wall loads will be in the range of 17 kips per foot. However, the new addition is being planned to have four floors in future. For the proposed design and construction of the clinic, a geotechnical exploration consisting of six soil borings was proposed and performed. Borings were drilled to depths of 20 feet to 30 feet. Underlying the surficial materials and occasional fill materials, the site soils in the area of proposed building are underlain by very stiff to hard lean clay stratum. No ground water was encountered during our exploration.

We understand that an assumed design grade for finished floor is about 100 feet (FFE). In our opinion, the proposed building can be supported on shallow footings bearing on natural very stiff to hard sandy lean clay or on compacted structural fill, or, deep foundation consisting of drilled piers (caissons). We recommend the foundations on natural soils or structural fill be designed for maximum net allowable soil bearing pressure of 3,000 pounds per square foot (psf). Caissons can be installed to depths of 15 to 20 feet into very stiff to hard lean clay.

Floor slabs and pavement may be supported on a suitably prepared subgrade.

The floor slab and pavement may be supported on a compacted subgrade. A vertical modulus of subgrade reaction of 125 lb/cu in. (pci) is recommended for design of the floor slab and rigid pavement. A minimum California Bearing Ratio (CBR) value of 5 is recommended for the design of flexible pavement.

A more detailed discussion of design parameters and construction considerations is included in subsequent sections of this report.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

2 PROJECT INFORMATION

2.1 Project Identification

We understand that an addition to Building # 138 to house primary care Patient Aligned Care Team (PACT) clinic is proposed at the VA Hospital in Marion, Indiana. The project site (please see Site Location map - Figure 1A (Appendix A)) is located in Grant County, Indiana. The building addition is planned to be constructed on the northeast corner of the Building # 138 at the VA Hospital in Marion, Indiana. Based on the drawings and information provided, the proposed addition is planned to be constructed as a single story building with a slab-on-grade within a floor area of approximately 15,000 GSF. However, the new addition is being planned to have four floors in future.

The existing building #138 consists of four stories with a 12’-7” basement. A part of the PACT building will have a basement on the north-side of the construction (Please see Figure 1B in Appendix A). At present, the building will constructed as a single story framed structure with slab-on-grade. Column spacing will be in the range of 32 feet and column loads are expected to be in the range of 500 to 775 kips. Wall loads will be in the range of 17 kips per foot.

A geotechnical exploration was proposed and performed to determine the subsurface conditions at the site for the design and construction of the building addition. The scope of work included performing six soil borings, laboratory testing of soil samples obtained from the exploration, engineering analysis of the soils data and preparation of the report.

2.2 Site Conditions and USDA Survey

Based on our review of a recent aerial photograph of the site, ground cover in the area of the proposed addition appears to consist mostly of pavement (parking lot) and vegetation (lawn and landscaping shrubs/trees).

A review of the 7.5-minute quadrangle topographic map published by the United States Geological Survey (USGS) and a recent topographic survey suggest that the elevation at the site is about 842 feet above mean sea level (msl).

Based on our review of the regional geology and soil survey Soil Survey of Grant County, Indiana, available on the U.S. Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) website1, the project site soils can be classified as Urban Land-

1 USDA, NRCS website: http://websoilsurvey.nrcs.usda.gov.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

Pewamo Complex (Ut). In a typical profile, the surface soils are very dark gray silty clay loam underlain by gray silty clay loam and gray clay loam. The Pewamo soil is moderately permeable.

2.3 Field Exploration and Laboratory Testing Program

The exploration consisted of drilling six borings (B-1 through B-6) to depths of 30 feet in the proposed building area at the approximate locations shown on Figure 2 (Appendix A). The borings locations were staked by our personnel in the field. Borings were drilled at locations avoiding any buried utilities in the ground. With the exception of Borings B-4 and B-6, all other borings in the building area were terminated at a depth of 30 feet. Borings B-4 and B-6 were terminated at a depth of 20 feet due to hard drilling conditions. The borings were performed by a truck-mounted drill rig Diedrich D-50. Continuous hollow stem augers were used to advance each borehole. Representative subsoil samples were obtained using Split-Spoon Sampling Procedure in accordance with ASTM D 1586. The SPT values are shown on the Soil Boring Logs (Appendix B).

Ground water level observations were made during and after drilling. The soil borings were backfilled subsequently with auger cuttings and the surface was patched in the pavement areas.

Soil samples obtained from all soil borings were logged, labeled, sealed and transported to our laboratory for further testing. A laboratory testing program was conducted to further evaluate the physical properties of the soils encountered in the borings. These tests included moisture content tests and Pocket Penetrometer Tests on all cohesive soil samples. The results of the laboratory tests are also included in the Soil Boring Logs (Appendix B). The soil samples were visually classified in general conformance with the Unified Soil Classification System (ASTM D 2487).

Five clayey samples were tested for their classification in our laboratory. A classification test includes determining particle size distribution in accordance with ASTM D 422 and determining Atterberg Limits in conformance with ATM D 4318. The results of classification tests are presented in Appendix C and are summarized in Table 1.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

Table 1: Summary of Classification Tests

Boring ID Sample # Depth (feet) Atterberg Limits Classification (USC)

LL PL PI

B-1 S-2 3.5-5.0 39 19 20 Lean Clay with Sand (CL)

B-1 S-9 23.5-25.0 27 14 13 Lean Clay with Sand, trace gravel (CL)

B-3 S-2 6.0-7.5 25 15 10 Sandy Lean Clay, trace gravel (CL)

B-3 S-10 28.5-30.0 21 12 9 Sandy Lean Clay, trace gravel (CL)

B-5 S-4 8.5-10.0 27 13 14 Sandy Lean Clay, little gravel (CL)

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

3 SUBSURFACE CONDITIONS

3.1 Subsurface Conditions

Our interpretation of the subsurface conditions is based upon six (6) widely-spaced soil borings drilled at the approximate locations shown in Figure 2 (Appendix A). All six borings were located in the area of the proposed building. The boring locations and elevations were surveyed by Weaver Consultants Group, LLC. The following discussion is general; for more specific information, refer to the boring logs presented in the Soil Boring logs (Appendix B).

Surficial Materials:

With the exception of Boring B-3, all the remainder borings encountered 4 to 5 inch topsoil at the surface. In the area of Boring B-3, a 4-inch-thick asphalt followed by loose sand fill to a depth of about was observed at the surface.

In general, the subsurface soil profile (below a thin topsoil layer and pavement materials) can be subdivided into two (2) somewhat distinct soil layers. The underlying soil layers are described in more detail below.

• FILL - Lean Clay (CL) with stone and roots – The surficial materials are underlain by Lean Clay mixed with crushed stone and topsoil to depths of 2.5 feet to 4 feet in Borings B-1 through B-4. The fill mostly consisted of very stiff to hard Lean Clay. The Unconfined Compressive Strength (Pocket Penetrometer - Qp) values in the fill ranged from 2.2 tons per square feet (tsf) to more than 4 tsf. In Boring B-2, the fill consisted of Lean clay with crushed stone to a depth of about 2.5 feet and was followed by very loose crushed stone mixed with some lean clay to a depth of 4 feet.

• Lean Clay with Sand/Sandy Clay (CL) – Underlying the topsoil and the fill materials, borings encountered mostly very stiff to very hard Lean Clay with Sand/Sandy Lean Clay to explored depths. The Qp values in the Clay stratum mostly ranged 2.2 tsf to more than 8 tsf. However, in the area of Boring B-1, the Clay stratum was observed to be stiff to medium stiff from a depth of 6 feet to a depth of about 10 feet, with the Qp values on the order of 1.6 tsf to 0.5 tsf. In the area of Boring B-3, the clay sample at the termination depth of 30 feet was observed to be mixed with cut stone pieces, indicating a possible boulder.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

3.2 Groundwater Observations

Groundwater level observations were made during and shortly following completion of the drilling operations. All borings were observed to be dry.

In the clay soils, relatively long periods of time are usually required for the groundwater level to attain an equilibrium position in the boreholes. Therefore, long-term monitoring may yield different results. Shallower water table conditions, particularly perched conditions, may occur during and after significant precipitation. Seasonal fluctuations in the groundwater level should be expected due to variations in precipitation, evaporation and surface water runoff.

3.3 Soil Boring Logs

Typed soil boring logs are appended to this report in Appendix B. The soil profiles described above are generalized descriptions of the conditions encountered at the boring locations and soil conditions may vary between boring locations. The individual boring logs should be consulted for specific information. The stratification depths shown on the boring logs are intended to indicate a zone of transition from one soil type to another, not to indicate exact depths of change from one soil type to another.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

4 DESIGN RECOMMENDATIONS

4.1 Basis

Our recommendations are based on data presented in this report, which include six borings in the area of proposed building. Subsurface variations can exist on a site which may not be indicated by a dispersed exploratory boring program. If such variations or unexpected conditions are encountered during construction, or if the project information is incorrect or changed, we should be informed immediately since the validity of our recommendations may be affected. No unusual settlement restrictions have been specified for the structure by the client.

4.2 Building Foundation

Based on the exploration in the building area for a shallow foundation system with a basement and without a basement, the bearing soils at normal foundation depths mostly consists of very stiff to hard lean clayey soils. However, in the area of Boring B-1, the bearing soils for a shallow foundation are underlain by stiff to medium stiff Sandy Lean Clay from a depth of about 6 feet to a depth of 10 feet and in the area of Boring B-2, very loose crushed stone (possible backfill for an underground utility). These relatively less stiff soils are not conducive in their present state for supporting shallow spread footing when considering settlement. Therefore, it is our opinion that ground improvement or a deep foundation system consisting of drilled piers may be necessary to provide adequate support of the foundations in this area. Considering the anticipated columns loads of about 500 to 775 kips, the size of a spread footing for such columns would be wider for a shallow foundation system. However, floor slab can be supported on compacted existing fill material and should be independent of the foundations.

Our recommendations related to the ground improvement and/or deep foundations options along with other aspects of design and construction are provided in the following paragraphs.

4.3 Shallow Foundation Options

4.3.1 Ground Improvement – Mass Removal/Replacement Option

Ground improvement via mass removal of soil and less stiff deposits to as much as 10 feet in the area of Boring B-1 and very loose crushed stone in the area of Boring B-2 to a depth of about 5 feet, and, replacement of the same with granular structural fill (as described in Section 5.3) could be used to render the site suitable for conventional shallow foundations. During the improvement, if any perched water is encountered, it should be removed from the excavation.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

Then the proposed building can be supported on shallow spread footings and continuous wall footing provided the foundations are constructed in compliance with the recommendations for site preparation, fill placement, and inspection that are discussed in Section 5.1 of this report.

4.3.2 Shallow Foundation Design Considerations

Footings bearing on very stiff to hard lean clay soils and structural fill should be proportioned using a net allowable soil bearing pressure not exceeding 3,000 psf. The above bearing pressure value is that pressure which may be transmitted to the foundation soil in excess of the final minimum surrounding overburden pressure and may be increased by one-third when considering short-term wind or seismic loading conditions. The footings should extend below the finished assumed floor elevation of 100 feet as indicated in Table 2 below.

Table 2 - Bearing Strata Summary Finished Floor Elevation 100.00 feet (Assumed)

BORING ASSUMED GROUND

ELEVATION

MIN.

DEPTH

(feet)

MIN.

BEARING

ELEV.(ft)

MATERIAL AT BEARING DEPTH

B-1 99.0 3.0 96.0 Structural fill

B-2 99.0 3.0 96.0 Structural Fill/Very stiff Sandy Lean Clay

B-3 99.0 13.0 86.0 Very stiff Sandy Lean Clay

B-4 99.0 3.0 96.0 Very stiff Sandy Lean Clay

B-5 99.0 3.0 96.0 Very stiff Sandy Lean Clay

B-6 99.0 3.0 96.0 Very stiff Sandy Lean Clay

We recommend that wall and column footings be at least 18 in. wide and 24 in. wide, respectively. In order to provide adequate frost protection, we recommend locating perimeter footings and Interior footings at a depth of at least 36 inches below finished exterior grade. Interior footings in heated areas of the building can bear at a nominal depth below the floor slab. In non-heated areas, footings should be located at a depth of at least 3 feet below finished adjacent grade. Local construction practices should also be observed for the frost protection. In addition, each new footing should be positioned so it does not induce significant pressure on adjacent existing foundations, otherwise the stress overlap must be

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16 considered in the design. Refer to subsequent Section 4.3 for further recommendations regarding new footings located adjacent to the existing building.

Provided the foundation loadings do not exceed those stated under the Section 2.1 of our report and the foundation subgrades are prepared as discussed in Sections 5.1 and 5.2, we estimate that the total foundation settlement should not exceed approximately 1 in. Careful field control during construction may reduce the actual settlement which occurs.

4.4 Deep Foundation Options

4.4.1 Drilled Piers (Caissons)

Drilled Piers (Caissons) is another option that can be considered to support the foundations.

However, the use of a casing may be required in the area of Boring B-2 to prevent sloughing of the upper fill materials in the drilled holes.

Caisson Design: The caissons should be of a minimum 36-inch diameter. The bottom of the caissons may be expected at a depth of 15 to 20 feet or below. A safe value of 12,000 pounds per square foot (psf) is recommended for end-bearing. For a 36-inch-diameter caisson, at a depth of 15 feet, a minimum allowable vertical capacity of approximately 40 tons is expected.

It should also be noted that the allowable bearing capacity would increase, if the side friction along the sides of the caisson is considered below a depth of fill (as much as 5 feet).

4.5 Foundations – Adjacent Existing Building

It was not known at the time this report was prepared whether the foundations of the existing building will carry larger loads subsequent to construction of the proposed addition. As previously mentioned the existing building #138 has basement to a depth of about 12’-7”. It is anticipated that the bearing soils for the existing building are similar to the soils that were encountered in our present exploration. Such bearing (very stiff to hard sandy lean clay) soils are suitable to support the additional loads. However, if the existing foundations are subjected to additional loads and if the proposed bearing pressure is in excess of the allowable, then underpinning and/or structural changes may be necessary.

New foundations in areas adjacent to the existing building will require special consideration.

We expect the existing building has experienced the majority of its settlement under the current loads, while new foundations are expected to undergo settlement subsequent to application of the new loads. Therefore, we recommend the new basement foundations not be tied to the existing basement foundations to allow for this settlement to occur.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

New footings should also be located in such a way that stresses imposed by the new footings will not overstress the existing footings or the soils under the existing footings. This can be done by locating new footings in such a manner that imaginary lines extended downward and outward at a 45-degree angle from the edges of the new footings will not intersect existing footings. To help preclude possible undermining of existing foundations, excavations for new foundations should not extend below imaginary lines extending at a 45-degree angle downward and outward from the edges of the existing footings. If any of these criteria cannot be met, the Geotechnical Engineer should be consulted for further evaluations.

It is anticipated that old backfill materials will be encountered adjacent to the existing foundations. New footings should be extended through the old backfill and bear on firm natural soil or Structural fill (Section 5.3). Alternatively, these backfill materials can be excavated and replaced with structural fill or lean concrete and the new footings supported on the new structural fill or lean concrete. Extreme caution should be exercised when excavating any materials adjacent to the existing structure so that the existing footings and slabs are not undermined.

4.6 Floor Slab

The floor slab should be supported on a minimum 4-inch thick, relatively clean, free-draining granular base course, overlying structural fill bearing on a suitably prepared subgrade (refer to Section 5.1). In our opinion, relatively clean, free-draining granular soil should contain no more than 5 percent fines, by dry weight, passing a No. 200 U.S. Standard sieve. It is also our opinion that the on-site clayey soils do not meet this requirement. We recommend that a plastic vapor barrier be placed under the floor slab where moisture-sensitive floor coverings will be used or where moisture-sensitive product or equipment will be stored. The floor slab should also be structurally independent of the building columns and walls, and liberally jointed. A vertical modulus of subgrade reaction (k30) of 125 pci is recommended for design of the floor slab (30-in. plate).

4.7 Below Grade Walls

4.7.1 Lateral Earth Pressure on Below-Grade walls

We expect that the walls of the basement walls may extend to a minimum depth of about 13 feet below the final floor slab (i.e. an assumed elevation of about 100 feet). The bearing soils at the depths should be tested by a geotechnical engineer or his representative. If the bearing soils are found to relatively less stiff, it should be excavated and replaced with structural fill (Section 5.3).

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

The below grade walls must be designed to resist lateral earth pressures. The magnitude of lateral earth pressure depends on the type of backfill material, the method of backfill placement and compaction, the drainage characteristics of the wall/backfill system and the degree to which the wall is permitted to yield after placement of the backfill. We assume that below grade walls for the recessed truck dock will be essentially non-yielding and that a relatively free-draining (non-frost susceptible) granular soil will be placed as backfill against the walls. For this structure, we recommend that the lateral earth pressure be calculated by assuming that the soil behaves as an equivalent fluid with a unit weight of 55 pounds per cubic foot (pcf). In addition, lateral pressures due to surface surcharge and traffic loads adjacent to the walls (within a zone defined by a 45-degree slope from the base of the wall) must be considered.

4.7.2 Ground Water Control

The method of pressure computation recommended above presumes that there will be no hydrostatic pressure due to water buildup against the above-grade portion of the wall. To intercept any perched groundwater, it is recommended that a perforated pipe surrounded by a minimum of 6 inches of free draining granular material and an appropriate filter material (or fabric) be placed along the foundation wall. The pipe invert should be at least 12 inches below the base slab surface and should drain to a storm sewer or a sump pit from which the water can be pumped.

4.8 Seismic Site Classification

A soil profile coefficient is required for the calculation of minimum earthquake design forces.

The coefficient is a function of soil type (i.e. depth of soil and strata types) and depth to bedrock. Based on the Site Classification Procedure for Seismic Design of the International Building Code (IBC) and our general knowledge of geological conditions in the locale, in our opinion, the soil conditions at this site most closely resemble the site classification ‘D.’

However, a 100 feet deep boring or geophysical testing would need to be conducted to confirm this site class.

4.9 Pavement

4.9.1 General

Our recommendations are based on the assumption that the pavements will be constructed on a proof-rolled (or stabilized) subgrade, as discussed in Section 5.1, or on structural fill overlying the same. We recommend that any areas which do not pass the proof-roll test be undercut and replaced with structural fill, or otherwise stabilized.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

Serviceable pavements can be achieved by different combinations of materials and thicknesses, varied to provide roughly equivalent strengths. Local practice for existing pavement construction could be reviewed for other blends, or combinations of materials that have been found satisfactory, and for applicable minimum standards. For pavements at this site, we provide the following guidelines. These guidelines have been developed from the results of our geotechnical exploration using an assumed medium traffic loading (considerable in-out movement, trucks in designated areas only) and an assumed California Bearing Ratio (CBR) value of 5. This is a typical value for the soils (similar to the lean clayey soils encountered near the surface of the borings) that have been compacted and passed a proof-roll test. Please note that the thicknesses listed below refer to compacted thicknesses.

• Light-duty pavement areas subjected to only passenger car and light truck loading:

1. Four (4) in. of combination surface (1.5 inches) and binder course (2.5 inches);

2. Eight (8) in. of dense-graded granular base course.

• Heavy-duty pavement areas subjected to heavy truck loading, but not truck standing or turnaround areas:

1. Five (5) in. of combination surface (2 inches) and binder course (3 inches);

2. Ten (10) in. of dense-graded granular base course.

We recommend that the base course consist of a dense-graded, crushed aggregate material, such as IN-53 Coarse Aggregate stone. The gradations of these materials are described in the Indiana Department of Transportation (INDOT) Standard Specifications. In our opinion, crushed aggregate material, such as gravel, slag, limestone, recycled asphalt pavement, or crushed concrete are acceptable base course materials as long as they approximate the recommended INDOT gradations and are approved by the design engineer/architect. Furthermore, suitable primer and tack coats should be placed between the base course and between the overlying asphalt layers. In addition, all asphalt material and paving operations should meet applicable standards of the Asphalt Institute, as well as the INDOT specifications.

Structural fill should be compacted to at least 95 percent of the maximum standard Proctor dry density (ASTM D 698) to within 2 feet of the bottom of the pavement base course and to at least 98 percent of the same above that. The base course should likewise be compacted to no less than 98 percent of its maximum standard Proctor density. Additionally, structural fill in the top 3.5 feet should not be frost susceptible.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

We do not anticipate any groundwater problems since the proposed pavement grade is anticipated to be near and/or above the existing grade. However, we recommend that the pavement and aggregate base course be properly graded to provide for positive pavement surface and base drainage.

The procedures we have used to develop our pavement guidelines are consistent with generally accepted engineering practice. However, based upon our experience, we have found that proper construction techniques, quality of drainage, pavement maintenance and actual traffic loads are the major factors in determining pavement life and performance. It is important that experienced technical personnel observe construction activities to check that the pavement layers are constructed as designed.

K:\Wbgm\Client Information\4000-4999\4355\351\19-00\4355-351-19-00-Geotech Report - Pact Builidng.Docx 7/22/16

5 CONSTRUCTION CONSIDERATIONS

5.1 Site/Subgrade Preparation

The building area plus a minimum lateral margin of 5 ft beyond the building perimeter should be initially prepared by stripping vegetation and topsoil and all other unsuitable materials.

Following the stripping/removal activities, the exposed surface should be compacted, proof-rolled and observed by the Geotechnical Engineer or his representative to detect any localized soft materials. Proof-rolling consists of repeated passes of a loaded, pneumatic-tired vehicle such as a tandem-axle dump-truck Based on our exploration. Cohesive Lean clayey soils are expected to be exposed. Any areas judged by the engineer to rut, pump, or deflect excessively should be undercut and replaced with structural fill, or otherwise stabilized. Some undercutting of weak clayey soils should be expected. The soils that need improvement should be compacted further using a sheeps foot roller to achieve a minimum of 95 percent of the standard Proctor (ASTM D 698) dry density, or at least very stiff condition (as measured by a static Cone Penetrometer [SCP]), in the upper 2 feet.

Care must be exercised during grading and fill placement operations. The combination of heavy construction equipment traffic and excess surface moisture may cause pumping and deterioration of the near surface soils. The severity of this potential problem depends to a great extent on the weather conditions prevailing during construction. The contractor must exercise discretion when selecting equipment sizes and also make a concerted effort to control surface water while the subgrade soils are exposed. If such problems do arise, the operations in the affected area should be halted and the Geotechnical Engineer contacted to evaluate the condition.

5.2 Shallow Foundation Excavations

Excavation walls should be sloped, shielded or shored in accordance with current Occupational Safety and Health Administration (OSHA) requirements (see Section 5.7). As mentioned before, the exterior footings will be supported at a minimum depth of 3.0 feet from the grade.

Upon excavation of the footings, we recommend that the foundation subgrade be observed by a qualified Geotechnical Engineer or his representative to confirm the presence of a suitable bearing stratum. If any relatively less stiff soils are found, the soils are removed and replaced with Structural Fill.

K:\Wbgm\Client…