ATTACHMENT 1 - Specifications Final 6-21-21.pdf

VA Great Lakes Health Care System

Project Number: 676-327

Tomah VA Medical Center

Expand and Renovate B400 for Urgent and Primary Care

ISSUED FOR CONSTRUCTION

PROJECT MANUAL

Prepared For:

VA Great Lakes Health Care System Tomah VA Medical Center 500 E. Veterans Street Tomah, WI 54660

Prepared By:

Triple C - The A/E Group

2508 29th Ave NE Minneapolis, MN 55418

Project Team:

C & S Companies

OBERNEL Engineering

1/27/2021

EXP. 12/31/2022

44225 01/27/2021 Jeff N. Besel

01/27/2021 Kaeko Leitch 43886

Nicole Image

Expand and Renovate B400 for Urgent and Primary Care Project #: 676-327

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VA GREAT LAKES HEALTH CARE SYSTEM

EXPAND AND RENOVATE B400 FOR URGENT AND PRIMARY CARE

TABLE OF CONTENTS

SECTION 00 01 10

SECTIONS

DIVISION 00 — SPECIAL SECTIONS

00 01 01.10 Project Title 00 01 10 Table of Contents 00 01 15 List of Drawing Sheets 00 31 33 Subsurface Drilling and Sampling Information

DIVISION 01 — GENERAL REQUIREMENTS

01 00 00 General Requirements 01 32 16.15 Project Schedules (Small Projects - Design-Bid-Build) 01 33 23 Shop Drawings, Product Data, and Samples 01 35 26 Safety Requirements 01 42 19 Reference Standards 01 45 00 Quality Control 01 45 00.01 Quality Control Sample Forms 01 45 29 Testing Laboratory Services 01 45 35 Special Inspections 01 45 35.01 Schedule of Special Inspections Template 01 45 35.02 Schedule of Special Inspections Template 01 57 19 Temporary Environmental Controls 01 58 16 Temporary Interior Signage 01 74 19 Construction Waste Management 01 81 13 Sustainable Construction Requirements 01 91 00 General Commissioning Requirements

DIVISION 02 — EXISTING CONDITIONS

02 41 00 Demolition 02 82 11 Traditional Asbestos Abatement 02 82 13.13 Glovebag Asbestos Abatement 02 82 13.19 Asbestos Floor Tile and Mastic Abatement 02 83 33.13 Lead-Based Paint Removal and Disposal

DIVISION 03 — CONCRETE

03 30 00 Cast-In-Place Concrete

DIVISION 04 — MASONRY

04 01 00 Maintenance of Masonry 04 05 13 Masonry Mortaring 04 05 16 Masonry Grouting 04 20 00 Unit Masonry 04 72 00 Cast Stone Masonry

DIVISION 05 — METALS

05 12 00 Structural Steel Framing 05 31 00 Steel Decking 05 36 00 Composite Metal Decking 05 40 00 Cold-Formed Metal Framing 05 50 00 Metal Fabrications 05 51 00 Metal Stairs

DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES

06 10 00 Rough Carpentry

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06 20 00 Finish Carpentry

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

07 01 50.19 Preparation for Re-Roofing 07 08 00 Facility Exterior Closure Commissioning 07 13 00 Sheet Waterproofing 07 13 52 Modified Bituminous Sheet Waterproofing 07 21 13 Thermal Insulation 07 22 00 Roof and Deck Insulation 07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 07 60 00 Flashing and Sheet Metal 07 71 00 Roof Specialties 07 72 00 Roof Accessories 07 81 00 Applied Fireproofing 07 84 00 Firestopping 07 92 00 Joint Sealants 07 95 13 Expansion Joint Cover Assemblies

DIVISION 08 — OPENINGS

08 11 13 Hollow Metal Doors and Frames 08 14 00 Interior Wood Doors 08 17 10 Integrated Door Assemblies 08 31 13 Access Doors and Frames 08 32 13 ICU Sliding Glass Doors 08 34 82 Soft Suicide Prevention Doors 08 36 16.13 High Performance Barn (Sliding) Door 08 41 13 Aluminum-Framed Entrances and Storefronts 08 51 13 Aluminum Windows 08 56 53 Blast Resistant Windows 08 71 00 Door Hardware 08 71 13 Automatic Door Operators 08 80 00 Glazing 08 88 36 Switchable Privacy Glass 08 88 37 Integrated Glass and Blind Assemblies 08 90 00 Louvers and Vents

DIVISION 09 — FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 09 22 16 Non-Structural Metal Framing 09 29 00 Gypsum Board 09 30 13 Ceramic Porcelain Tiling 09 51 00 Acoustical Ceilings 09 65 13 Resilient Base and Accessories 09 65 16 Resilient Sheet Flooring 09 65 19 Resilient Tile Flooring 09 68 00 Carpeting 09 91 00 Painting

DIVISION 10 — SPECIALTIES

10 14 00 Signage 10 21 23 Cubicle Curtain Tracks 10 25 13 Patient Bed Service Walls 10 26 00 Wall and Door Protection 10 28 00 Toilet, Bath, and Laundry Accessories 10 44 13 Fire Extinguisher Cabinets 10 50 20 Canopies 10 91 00 Water Feature

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DIVISION 11 — EQUIPMENT

11 73 00 Ceiling Mounted Patient Lift System

DIVISION 12 — FURNISHINGS

12 22 16 Drapery Track and Accessories 12 24 00 Window Shades 12 32 00 Manufactured Wood Casework 12 36 00 Countertops

DIVISION 13 — SPECIAL CONSTRUCTION

13 05 41 Seismic Restraint Requirements for Non-Structural Components

DIVISION 21 — FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 21 13 13 Wet-Pipe Sprinkler Systems

DIVISION 22 — PLUMBING

22 05 11 Common Work Results for Plumbing 22 05 19 Meters and Gages for Plumbing Piping 22 05 23 General-Duty Valves for Plumbing Piping 22 07 11 Plumbing Insulation 22 08 00 Commissioning of Plumbing Systems 22 11 00 Facility Water Distribution 22 13 00 Facility Sanitary and Vent Piping 22 14 00 Facility Storm Drainage 22 40 00 Plumbing Fixtures 22 62 00 Vacuum Systems for Laboratory and Healthcare Facilities 22 63 00 Gas Systems for Laboratory and Healthcare Facilities

DIVISION 23 — HEATING VENTILATING AND AIR CONDITIONING

23 05 11 Common Work Results for HVAC 23 05 12 General Motor Requirements for HVAC and Steam Generation Equipment 23 05 41 Noise and Vibration Control for HVAC Piping and Equipment 23 05 93 Testing, Adjusting, and Balancing for HVAC 23 07 11 HVAC, Plumbing, and Boiler Plant Insulation 23 08 00 Commissioning of HVAC Systems 23 09 23 Direct-Digital Control System for HVAC 23 21 13 Hydronic Piping 23 22 13 Steam and Condensate Heating Piping 23 31 00 HVAC Ducts and Casings 23 34 00 HVAC Fans 23 36 00 Air Terminal Units 23 37 00 Air Outlets and Inlets 23 40 00 HVAC Air Cleaning Devices 23 73 00 Indoor Central-Station Air-Handling Units 23 74 13 Packaged, Outdoor, Central-Station Air-Handling Units 23 81 00 Decentralized Unitary HVAC Equipment 23 82 00 Convection Heating and Cooling Units 23 82 16 Air Coils

DIVISION 26 — ELECTRICAL

26 05 11 Requirements for Electrical Installations 26 05 19 Low-Voltage Electrical Power Conductors and Cables 26 05 26 Grounding and Bonding for Electrical Systems 26 05 33 Raceway and Boxes for Electrical Systems 26 05 73 Overcurrent Protective Device Coordination Study 26 08 00 Commissioning of Electrical Systems 26 09 23 Lighting Controls 26 22 00 Low-Voltage Transformers

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26 24 16 Panelboards 26 27 26 Wiring Devices 26 29 11 Motor Controllers 26 29 21 Enclosed Switches and Circuit Breakers 26 43 13 Surge Protective Devices 26 51 00 Interior Lighting 26 56 00 Exterior Lighting

DIVISION 27 — COMMUNICATIONS

27 05 11 Requirements for Communications Installations 27 05 26 Grounding and Bonding for Communications Systems 27 05 33 Raceways and Boxes for Communications Systems 27 08 00 Commissioning of Communications Systems 27 10 00 Control, Communication and Signal Wiring 27 11 00 Communications Equipment Room Fittings 27 15 00 Communications Structured Cabling 27 31 31 Voice Communications Switching and Routing Equipment - Extension 27 51 16 Public Address and Mass Notification Systems 27 52 23 Nurse Call and Code Blue Systems

DIVISION 28 — ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 28 05 13 Conductors and Cables for Electronic Safety and Security 28 05 26 Grounding and Bonding for Electronic Safety and Security 28 05 28.33 Conduits and Backboxes for Electronic Safety and Security 28 08 00 Commissioning of Electronic Safety and Security Systems 28 13 00 Physical Access Control System 28 13 53 Security Access Detection 28 23 00 Video Surveillance 28 31 00 Fire Detection and Alarm

DIVISION 31 — EARTHWORK

31 20 00 Earthwork

DIVISION 32 — EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 32 12 16 Asphalt Paving 32 90 00 Planting

DIVISION 33 — UTILITIES

33 08 00 Commissioning of Site Utility Systems 33 30 00 Sanitary Sewer Utilities 33 40 00 Storm Sewer Utilities

DIVISION 34 — TRANSPORTATION

34 71 13 Passive Vehicle Barriers

Tomah VA Medical Center

Project #: 676-327

List of Drawing Sheets

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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

GI000 COVER SHEET

GI001 PROJECT SHEET INDEX

GI050 GENERAL NOTES

GI101 B400 - LEVEL 1 - FIRE AND LIFE SAFETY PLAN & CODE DATA

GI102 B400 - LEVEL 2 - FIRE AND LIFE SAFETY PLAN & CODE DATA

GI104

B407 - LEVEL 3 - FIRE AND LIFE SAFETY PLAN & CODE DATA - DEDUCT

ALT #1

GI201 INFECTION CONTROL PLAN & INTERIM LIFE

GC101 PROJECT PHASING

GC102 PHASING PLANS

HAZARDOUS

H101 B400 - LEVEL 1 - HAZARDOUS MATERIAL ABATEMENT

H102 B400 - LEVEL 2 - HAZARDOUS MATERIAL ABATEMENT

H103-407 B407 - LEVEL 3 - HAZARDOUS MATERIAL ABATEMENT

HC101 B400 - LEVEL 1 - HAZARDOUS MATERIAL ABATEMENT - PIPING

CIVIL

VF100 CONTROL POINT SITE PLAN

VF101 CIVIL SURVEY PLAN

CD101 CIVIL DEMOLITION PLAN

CS101 CIVIL SITE PLAN

CS102 CIVIL SITE PLAN STAGING AREA

CG101 CIVIL GRADING PLAN

CG501 CIVIL DETAIL SHEET 1

CG502 CIVIL DETAIL SHEET 2

CU101 CIVIL UTILITY PLAN

STRUCTURAL

SJ001 GENERAL STRUCTURAL NOTES

SJ002 GENERAL STRUCTURAL NOTES CONTINUED

SJ003 SPECIAL INSPECTIONS

SB100 B400 - LEVEL 1 - FOUNDATION PLAN - OVERALL

SB101 B400 - LEVEL 1 - FOUNDATION PLAN - AREA A

SF102 B400 - LEVEL 2 - FRAMING PLAN - OVERALL

SF103 B400 - LEVEL 2 - ROOF FRAMING PLAN - AREA A

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SF201 FRAMING ELEVATIONS

SF202 FRAMING ELEVATIONS

SF203 FRAMING ELEVATIONS

SF501 TYPICAL DETAILS

SF502 TYPICAL DETAILS

SF503 TYPICAL DETAILS

SF504 TYPICAL DETAILS

SF505 TYPICAL DETAILS

SB510 FOUNDATION DETAILS

SF520 FRAMING DETAILS

SF521 FRAMING DETAILS

SF530 COLD-FORMED STEEL FRAMING

SF601 GRAPHICAL COLUMN SCHEDULE

ARCHITECTURAL

AE000 SYMBOLS, & GENERAL NOTES

AS101 ARCHITECTURAL SITE PLAN

AG100 FLOOR PLAN - LEVEL 1, URGENT CARE CENTER PROGRAM PLAN

AG103 FLOOR PLAN - LEVEL 1, CLINICAL SPACE PROGRAM PLAN

AG200 FLOOR PLAN - LEVEL 2, SPECIALTY CARE PROGRAM PLAN

AG201A FLOOR PLAN - LEVEL 3 - SWING SPACE LAYOUT B407- DEDUCT ALT #1

AD101 B400 - LEVEL 1 - DEMOLITION PLAN

AD102 B400 - LEVEL 2 - DEMOLITION PLAN

AD103-407 B407 - LEVEL 3 - DEMOLITION PLAN - DEDUCT ALT #1

AD121 B400 - LEVEL 1 - DEMOLITION RCP

AD122 B400 - LEVEL 2 - DEMOLITION RCP

AD123-407 B407 - LEVEL 3 - DEMOLITION RCP - DEDUCT ALT #1

AE101 B400 - LEVEL 1 - FLOOR PLAN - OVERALL

AE102 B400 - LEVEL 2 - FLOOR PLAN - OVERALL

AE103-407 B407 - LEVEL 3 - FLOOR PLAN - DEDUCT ALT #1

AE104 B400 - ROOF PLAN - OVERALL

AC101 B400 - LEVEL 1 - REFLECTED CEILING PLAN

AC102 B400 - LEVEL 2 - REFLECTED CEILING PLAN

AC103-407 B407 - LEVEL 3 - REFLECTED CEILING PLAN - DEDUCT ALT #1

AE201 B400 EXTERIOR ELEVATIONS

AE201-407 B407 EXTERIOR ELEVATIONS - DEDUCT ALT #1

AE202 B400 EXTERIOR ELEVATIONS

AE301 BUILDING SECTIONS

AE320 WALL SECTIONS

AE321 WALL SECTIONS

AE322 WALL SECTIONS

AE401 B400 - LEVEL 1 - ENLARGED FLOOR PLANS

AE401A B400 - LEVEL 1 - ENLARGED FLOOR PLANS

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AE401B B400 - LEVEL 1 - ENLARGED FLOOR PLANS

AE401C B400 - LEVEL 1 - ENLARGED FLOOR PLANS

AE401D B400 - LEVEL 1 - ENLARGED FLOOR PLANS

AE402 B400 - LEVEL 2 - ENLARGED FLOOR PLANS

AE500 EXTERIOR WALL AND ROOF ASSEMBLIES

AE520 EXTERIOR SECTION DETAILS

AE521 EXTERIOR SECTION DETAILS

AE551 DETAILS - INTERIOR

AE552 DETAILS - INTERIOR

AE560 DOOR DETAILS

AE561 DOOR AND LOUVER DETAILS

AE601 DOOR WINDOW & LOUVER SCHEDULES

AE710 ARCHITECTURAL DOOR, WINDOW & FRAME TYPES

AE720 STANDARD PARTITION TYPES

AE721 PARTITION HEAD DETAILS

AE722 PARTITION FRAMING DETAILS

AE730 TYPICAL MOUNTING HEIGHTS

AG900 B400 RENDERINGS

AG901 B400 RENDERINGS

AG902 B400/ B407 RENDERINGS

SIGNAGE

AW001 SIGNAGE ABBREVIATIONS, SYMBOLS, GENERAL NOTES & DETAILS

AW101 B400 - LEVEL 1 - SIGNAGE PLAN

AW102 B400 - LEVEL 2 - SIGNAGE PLAN

AW103 B407 - LEVEL 3 - SIGNAGE PLAN - DEDUCT ALT #1

INTERIORS

IN001

INTERIOR FINISH ABBREVIATIONS, SYMBOLS, GENERAL NOTES &

FINISH BOARDS

IN101 B400 - LEVEL 1 - INTERIOR FINISH PLAN - OVERALL

IN101A B400 - LEVEL 1 - INTERIOR FINISH PLANS - AREA A & A1

IN101B B400 - LEVEL 1 - INTERIOR FINISH PLANS - AREA B

IN102C B400 - LEVEL 2 - INTERIOR FINISH PLANS - AREA C

IN103D B407 - LEVEL 3 - INTERIOR FINISH PLANS - AREA A, B & C

IN501 INTERIOR FINISH DETAILS

IN601 INTERIOR FINISH LEGEND AND SCHEDULES

FURNITURE

IF101AB B400 - LEVEL 1 - INTERIOR FURNITURE PLAN - FOR REFERENCE ONLY

IF102C B400 - LEVEL 2 - INTERIOR FURNITURE PLAN - FOR REFERENE ONLY

IF103D

B407 - LEVEL 3 - INTERIOR FURNITURE PLAN - FOR REFERENCE ONLY -

DEDUCT ALT #1

Project #: 676-327

List of Drawing Sheets

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IF104 FURNITURE PLAN - FOR REFERENCE ONLY

IF105 FURNITURE PLAN - FOR REFERENCE ONLY

IF106 FURNITURE PLAN - FOR REFERENCE ONLY

EQUIPMENT

Q001 EQUIPMENT SCHEDULE

Q101AB B400 - LEVEL 1 - EQUIPMENT PLANS

Q101C B400 - LEVEL 2 - EQUIPMENT PLAN

FIRE PROTECTION

F000 FIRE PROTECTION ABBREVIATIONS AND SYMBOLS

FD101 B400 - LEVEL 1 - FIRE PROTECTION DEMOLITION PLAN

FD102 B400 - LEVEL 2 - FIRE PROTECTION DEMOLITION PLAN

FD103-407 B407 - LEVEL 3 - FIRE PROTECTION DEMOLITION PLAN

FP101 B400 - LEVEL 1 - FIRE PROTECTION PLAN

FP102 B400 - LEVEL 2 - FIRE PROTECTION PLAN

FP103-407 B407 - LEVEL 3 - FIRE PROTECTION PLAN

PLUMBING

P-000 PLUMBING ABBREVIATIONS AND SYMBOLS

PD100 B400 - FOUNDATION - PLUMBING DEMOLITION PLAN

PD101 B400 - LEVEL 1 - PLUMBING DEMOLITION PLAN

PD102 B400 - LEVEL 2 - PLUMBING DEMOLITION PLAN

PD201 B400 - LEVEL 1 - MED GAS DEMOLITION PLAN

P-100 B400 - FOUNDATION - PLUMBING PLAN

P-101 B400 - LEVEL 1 - PLUMBING PLAN

P-102 B400 - LEVEL 2 - PLUMBING PLAN

P103-407 B407 - LEVEL 3 - PLUMBING PLAN

P-201 B400 - LEVEL 1 - MED GAS PLAN

P-300 B400 - PLUMBING ENLARGED PLANS

P-301 B400 - PLUMBING ENLARGED PLANS

P-302 B400 - PLUMBING ENLARGED PLANS

P-303 B400 - PLUMBING ENLARGED PLANS

P-304 B400 - PLUMBING ENLARGED PLANS

P-305 B400 - PLUMBING ENLARGED PLANS

P-400 PLUMBING RISERS

P-401 PLUMBING RISERS

P-402 PLUMBING RISERS

P-403 PLUMBING RISERS

P-404 PLUMBING RISERS

P-500 PLUMBING DETAILS

P-700 PLUMBING SCHEDULES

Project #: 676-327

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MECHANICAL

M-000 MECHANICAL ABBREVIATIONS AND SYMBOLS

MD101 B400 - LEVEL 1 - HVAC DEMOLITION PLAN

MD102 B400 - LEVEL 2 - HVAC DEMOLITION PLAN

MD103-407 B407 - LEVEL 3 - HVAC DEMOLITION PLAN

MD200 B400 - FOUNDATION - HVAC PIPING DEMOLITION PLAN

MD201 B400 - LEVEL 1 - HVAC PIPING DEMOLITION PLAN

MD202 B400 - LEVEL 2 - HVAC PIPING DEMOLITION PLAN

M-100 B400 - LEVEL 1 - HVAC TEMPORARY PLAN

M-101 B400 - LEVEL 1 - HVAC PLAN

M-102 B400 - LEVEL 2 - HVAC PLAN

M-103-407 B407 - LEVEL 3 - HVAC PLAN

MP200 B400 - FOUNDATION - HVAC PIPING PLAN

MP201 B400 - LEVEL 1 - HVAC PIPING PLAN

MP202 B400 - LEVEL 2 - HVAC PIPING PLAN

MP203-407 B407 - LEVEL 3 - HVAC PIPING PLAN

M-400 ENLARGED MECHANICAL PLANS

M-401 ENLARGED MECHANICAL PLANS

M-500 MECHANICAL DETAILS

M-501 MECHANICAL DETAILS

M-502 MECHANICAL DETAILS

M-600 MECHANICAL SECTIONS

M-601 MECHANICAL SECTIONS

M-700 MECHANICAL SCHEDULES

M-800 MECHANICAL CONTROLS

M-801 MECHANICAL CONTROLS

M-802 MECHANICAL CONTROLS

ELECTRICAL

E-000 ELECTRICAL ABBREVIATIONS AND SYMBOLS

ED101 B400 - LEVEL 1 - ELECTRICAL DEMOLITION PLAN

ED102 B400 - LEVEL 2 - ELECTRICAL DEMOLITION PLAN

ED103-407 B407 - LEVEL 3 - ELECTRICAL DEMOLITION PLAN

EL101 B400 - LEVEL 1 - LIGHTING PLAN

EL102 B400 - LEVEL 2 - LIGHTING PLAN

EL103-407 B407 - LEVEL 3 - LIGHTING PLAN

EL111 B400 - LEVEL 1 - LIGHTING CALCS

EL112 B400 - LEVEL 2 - LIGHTING CALCS

EL113-407 B407 - LEVEL 3 - LIGHTING CALCS

EP101 B400 - LEVEL 1 - POWER PLAN

EP102 B400 - LEVEL 2 - POWER PLAN

EP103-407 B407 - LEVEL 3 - POWER PLAN

EY101 B400 - LEVEL 1 - SPECIAL SYSTEMS PLAN

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EY102 B400 - LEVEL 2 - SPECIAL SYSTEMS PLAN

EY103-407 B407 - LEVEL 3 - SPECIAL SYSTEMS PLAN

E-501 ELECTRICAL DETAILS

E-601 B400 ELECTRICAL DIAGRAMS

E-602 B400 ELECTRICAL DIAGRAMS

E-700 ELECTRICAL SCHEDULES

FIRE ALARM

EF101 B400 - LEVEL 1 - FIRE ALARM DEMOLITION PLAN

EF102 B400 - LEVEL 2 - FIRE ALARM DEMOLITION PLAN

EF103-407 B407 - LEVEL 3 - FIRE ALARM DEMOLITION PLAN

EF201 B400 - LEVEL 1 - FIRE ALARM PLAN

EF202 B400 - LEVEL 2 - FIRE ALARM PLAN

EF203-407 B407 - LEVEL 3 - FIRE ALARM PLAN

- - - END - - -

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Project #: 676-327

Subsurface Drilling and Sampling Information

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SECTION 00 31 33

SUBSURFACE DRILLING AND SAMPLING INFORMATION

PART 1 - GENERAL

1.1 GEOTECHNICAL REPORT

A. Geotechnical Report dated August 4, 2020 has been prepared by Terracon Consultants, Inc. for Owner. Report was prepared to assist in design process.

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. The report is Attached to this section and may be reviewed at office of testing laboratory and

COR.

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 will 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

END OF SECTION

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1.0 REPORT COVER PAGE

Geotechnical Engineering Report Proposed Primary and Urgent Care B400 Building Addition

Tomah, Wisconsin

August 4, 2020

Terracon Report No. 58205106-R1

Prepared for:

Triple C – The A&E Group LLC

Laramie, WY

Prepared by:

Terracon Consultants, Inc.

Franklin, Wisconsin

Terracon Consultants , Inc. 9856 South 57 t h Street Frank lin , Wisconsin P [414] 423 0255 F [414] 423 0566 ter racon.com

2.0 REPORT COVER LETTER TO SIGN

August 4, 2020

Triple C – The A&E Group LLC

410 East Grand Avenue, Suite 201C

Laramie, WY 82070

Attn: Mr. Mat Perkins / Vice President

P: (307) 460-2054

E: mat.perkins@triplecaeg.com

Re: Geotechnical Engineering Report

Proposed Primary and Urgent Care B400 Building Addition

500 East Veterans Street

Tomah, Wisconsin

Terracon Report No. 58205106-R1

Dear Mr. Perkins:

We have completed the Geotechnical Engineering services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. P58205106-R1, dated

May 29, 2020, and Supplement to Agreement of Services, dated July 1, 2020. The original geotechnical report (Report No. 58205106) was submitted on June 26, 2020. This report compiles the results of supplemental pressuremeter testing, the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs, and pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Colin T. Henderson, P.E. Paul J. Koszarek, P.E.

Project Engineer Department Manager

Geotechnical Services Geotechnical Services

Responsive ■ Resourceful ■ Reliable

REPORT TOPICS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

FLOOR SLABS

PAVEMENTS

FROST CONSIDERATIONS

SEISMIC CONSIDERATIONS

GENERAL COMMENTS

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS (Geomodel and Boring Logs)

PRESSUREMETER RESULTS

SUPPORTING INFORMATION (General Notes and Unified Soil Classification System)

Responsive ■ Resourceful ■ Reliable 1

INTRODUCTION

Geotechnical Engineering Report

Proposed Primary and Urgent Care B400 Building Addition

500 East Veterans Street

Tomah, Wisconsin Terracon Report No. 58205106-R1

August 4, 2020

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Primary and Urgent Care B400 Building Addition to be located at 500 East Veterans Street in Tomah, Wisconsin. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions ■ Dewatering considerations

■ Groundwater conditions ■ Seismic site classification per IBC

■ Site preparation and earthwork ■ Pavement design and construction

■ Foundation design and construction ■ Frost considerations

■ Floor slab design and construction

It is our understanding that the east addition will be chosen for this project. The recommendations contained herein will be in relation to the east addition only using information from Borings B-1 through B-5. Borings completed for the north addition include B-6 through B-10. The information for these borings have been included in the report but were not considered as applicable to the recommendations for foundations, floor slabs and pavements for the east addition.

The geotechnical engineering scope of services for this project included the advancement of ten

(10) test borings to a depth of approximately 25 feet below existing site grades.

After the original report was submitted on June 26, 2020, pressuremeter testing was subsequently performed adjacent to Boring B-2 to test the very loose sandy soils in-situ. A total of three (3) pressuremeter tests were conducted.

Maps showing the site and boring locations are shown in the Site Location and Exploration

Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the

Exploration Results section of this report.

SITE CONDITIONS

The following description of site conditions is derived from the field exploration and our review of

Proposed Primary and Urgent Care B400 Building Addition ■ Tomah, Wisconsin

August 4, 2020 ■ Terracon Report No. 58205106-R1

Responsive ■ Resourceful ■ Reliable 2 publicly available geologic and topographic maps.

Item Description

Parcel Information

The project is located at the Tomah VA Medical Center at 500 East Veterans

Street in Tomah, Wisconsin. The site Latitude and Longitude is 44.0032 and

-90.4929, respectively (See Site Location Plan)

Existing

Improvements

The site consists of the Outpatient Clinic building (Building 400), with an entrance canopy on the east side of the building. The building is surrounded a paved parking lot with a green space area to the north of the canopy.

Current Ground

Cover Asphalt pavement and grass

Existing Topography

Based on the topographic survey, the topography of the site for the new additions is relatively flat, with site grades varying from about 950 to 952 feet.

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. Our understanding of the project conditions at the time of this report is as follows:

Item Description

Information Provided Phone and email correspondence, site plan with proposed building information, maximum structural loads for wall and column foundations.

Project Description

It is understood that the project will consist of a three-story slab-on-grade addition without a below grade level. Two building addition layout options were considered for this project. One addition option was to extend off the east wall of Building 400. The other addition option was to extend off the north wall near the northeast corner of Building 400. Based on conversations with the client after the time of original report, it is understood that the east addition option has been chosen for this project.

Finished Floor Elevation

(provided by client)

952.50 feet

Maximum Loads

Maximum structural loads for walls and columns were provided to

Terracon by the client. Floor slab loads were estimated by Terracon. The maximum loads listed are listed below.

Interior Columns: 350 kips

Exterior Columns: 200 kips

Walls: 2.5 kips per lineal foot (klf)

Slabs: 150 pounds per square foot (psf)

August 4, 2020 ■ Terracon Report No. 58205106-R1

Responsive ■ Resourceful ■ Reliable 3

Item Description

Grading/Slopes Based on the site concept plan provided, planned grades will be within about 2 feet of existing grades.

Pavements

Additional site work may include the construction of concrete or asphalt pavements used to replace the existing pavements that would be required to be removed to accommodate the construction of the proposed addition, depending on which addition is chosen. Terracon has not been provided pavement loading prior to this report submittal.

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface soil and groundwater conditions based upon our review of the data and our understanding of the geologic setting and planned construction. A pictorial depiction of the subsurface soil profile is included in the Exploration

Results section of this report and is referred to as the GeoModel. This model depicts the soils observed within the borings in alphabetical order and graphically are equally spaced for presentation purposes.

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model Layer Layer Name General Description

1 Surface Materials B-1 to B-5: Topsoil or Topsoil Fill, typically about 6 to 20 inches thick; B-6 to B-10: About 3.5 to 6 inches of asphalt, underlain by 4 to 5 inches of aggregate base

Existing Fill or

Possible Fill

Existing Fill or Possible Fill - Sandy Lean Clay, Clayey Sand, Silty Sand or Sandy Silt, moist to very moist

3 Native Clay Soils Native Clay Soils - Sandy Lean Clay, brown to grayish brown, very stiff to hard

4 Native Granular Soils

Native Granular Soils - Poorly Graded Sand, Clayey Sand, Silty Sand, Sandy Silt, typically light brown or brown, moist to wet, very loose to medium dense

The surface materials at B-1, B-2, B-4, B-5, and B-7 were underlain by fill soils comprised of clayey sand, silty sand, sandy silt, or sandy lean clay, extending to depths of about 1.5 to 5.5 feet

(946.5 to 950.5 feet). In addition, possible fill soils comprise of clayey sand, sandy lean clay, or sandy silt were present below the fill at B-5 to a depth of about 8 feet (944 feet) and below the surficial pavement section at B-9 and B-10 to a depth of about 3 feet (949 feet). Standard

Penetration Test (SPTs) on the granular fill and possible fill indicated a very loose to medium dense relative density, with N-values in the range of about 2 to 10 blows per foot (bpf). The sandy

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Responsive ■ Resourceful ■ Reliable 4 lean clay fill and possible fill soils were in a stiff to very stiff condition, with estimated unconfined compressive strengths ranging from about 1.0 to 3.75 tons per square foot (tsf).

The surface materials at B-3, B-6, and B-8 were underlain by native brown sandy lean clay soils, extending to depths of about 3 to 3.5 feet 948 to 949 feet. The native clay soils were in very stiff to hard condition, with estimated unconfined compressive strengths ranging from about 2.25 to

4.0 tons per square (tsf).

Below the clay at B-3, B-6, B-8, and the fill and possible fill at the rest of the above described locations, were native granular soils that extended to the maximum depths explored. The native granular soils were generally comprised of light brown or brown poorly graded sand, clayey sand, silty sand, or sandy silt. Moisture contents of the granular soils ranged from about 3% to 29%, indicating a moist to wet condition. Standard Penetration Tests (SPTs) on the granular soils indicated a very loose to medium dense relatively, with N-values ranging from about 2 to 22 blows per foot (bpf). However, N-values in the range of about 6 to 23 were more typical. Very loose native granular soils were present within B-2 and B-10 to depths of about 8 and 12 feet (944 and

940 feet), respectively.

The geotechnical characterization forms the basis of our geotechnical calculations and evaluation of site preparation, foundation options, and pavement options. As noted in General Comments, the characterization is based upon widely spaced exploration points across the site, and variations are likely.

Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual.

Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater. The water levels observed in the boreholes during and upon completion of drilling can be found on the boring logs in Exploration Results, and are summarized below.

Boring Number

Approximate Depth / Elevation to Free Groundwater During

Drilling Operations (feet)

Approximate Depth / Elevation to

Free Groundwater Upon Completion of Drilling Operations (feet)

B-1 5.5± / 946.5± 7± / 945±

B-2 5.5± / 946.5± 6± / 946±

B-3 5.5± / 946.5± 4± / 948±

B-4 8± / 944± 6± / 946±

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Boring Number

Approximate Depth / Elevation to Free Groundwater During

Drilling Operations (feet)

Approximate Depth / Elevation to

Free Groundwater Upon Completion of Drilling Operations (feet)

B-5 8± / 944± 9± / 943±

B-6 4± / 947± 4± / 947±

B-7 5.5± / 946.5± 4± / 948±

B-8 5.5± / 946.5± 5± / 947±

B-9 6.5± / 945.5± 4± / 948±

B-10 5.5± / 946.5± 6± / 946±

1. Below existing ground surface

Free groundwater was observed during drilling at B-1 through B-10, at depths ranging from about

4 to 8 feet (944 to 947 feet) below existing ground surface. Upon completion and removal of the augers, groundwater was observed within B-1 through B-10, at depths ranging from about 4 to 9 feet (943 to 948 feet). Based on the granular nature of the site soils, we anticipate that the measured levels provide a reasonable approximation of the long-term water table depth at the time of our exploration.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Pressuremeter Testing

Terracon performed 3 pressuremeter tests adjacent to B-2 on July 22, 2020. The depths of the tests ranged from about 5 to 15 feet below current ground surface. The tests were conducted to evaluate the in-situ strength and compressibility characteristics of the very loose granular soils for support of shallow foundations beneath the proposed structure.

The pressuremeter test is conducted by inserting an inflatable probe to a select test depth and then expanding the probe diaphragm against the undisturbed borehole wall. The pressure is increased incrementally and the volume of the expanding probe is documented until failure of the soil is reached.

In a classical-shaped pressuremeter curve, the initial portion of the curve represents the pressures at which the probe is expanding to come in contact with the soil. The pressure corresponding to the beginning of the straight-line portion of the graph represents the “at rest” earth pressure (Po). The slope of the straight-line portion of the graph represents the initial loading

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Responsive ■ Resourceful ■ Reliable 6 modulus (Ed) of the soil. Typically, each of the tests included one unload/reload cycle. The slope of the line representing the reload portion of the test is defined as the reload modulus (E+). The pressure at the end of the straight-line portion of the curve is termed the creep pressure (Pf), which is the limit of the pseudo-elastic zone above which point deformation may continue without an increase in load. The limit pressure (Pl) is the pressure at which complete failure has occurred and the soil cannot carry any additional load.

The parameters defined above are of importance in analyzing the bearing capacity and settlement characteristics of the soil. The bearing capacity of the soil is proportional to the difference between the limit pressure and the “at rest” pressure (Pl - Po), but the allowable sustained bearing pressure plus in-situ overburden stress should not exceed the creep pressure (Pf) of the soil. The settlement of foundations is related primarily to the initial loading modulus of the soil (Ed). Another parameter used in the initial settlement calculation, the soil-structure coefficient, is related to the ratio of the initial loading modulus to the reload modulus (Ed/E+).

The pressuremeter test results are summarized in the Appendix along with the individual pressuremeter test reports.

GEOTECHNICAL OVERVIEW

The near surface, sandy lean clay and clayey sand soils could become unstable with typical earthwork and construction traffic, especially after precipitation events. If possible, the grading should be performed during the warmer and drier times of the year. If grading is performed during the wetter months, an increased risk for possible undercutting and replacement of unstable subgrade will persist. Additional site preparation recommendations are provided in the

Earthwork section.

Groundwater was encountered at depths of about 4 to 9 feet (944 to 948 feet) below existing grades while drilling and after completion of drilling. Thus, shallow excavations to construct the building foundations will likely intercept the local groundwater table and the Contractor should be prepared to dewater the excavations as necessary.

It should be noted that possible fill soils were present within East Addition footprint at Boring B-5 to a depth of about 8 feet (EL. 944±) and was adjacent to the existing building. Based on a finish floor elevation of 952.50, excavations may extend below foundations of the existing building.

Excavations adjacent to the existing building should be performed with caution and existing foundations should be protected as necessary to prevent undermining. Shoring, bracing, or underpinning, will likely be necessary in areas where excavations required to remove existing fill extend below existing foundations. If the existing building has a basement, the basement wall backfill should be removed from the zone of influence of new footings and replaced with structural fill or lean mix concrete.

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The Shallow Foundations section addresses foundation support of structures. It is our opinion that the structures can be supported on typical spread footing foundations bearing on the native, inorganic very loose to medium dense granular soils of sufficient strength, native very stiff to hard clay soils, or lean concrete extending to suitable native bearing soils. Due to the granular nature of the majority of the subgrade soils, it may be required to recompact these soils with a vibratory plate compactor, ho-pac or jumping jack prior to construction of the foundations. Foundations should not be supported on existing fill soils or buried topsoil. Shallow foundations may be proportioned for a net allowable bearing pressure of 4,000 psf. We estimate total settlements of less than 1-inch. The recommended allowable bearing pressure is based on a combination of the SPT data as well as subsequent pressuremeter testing that was conducted within the very loose granular soils observed at B-2.

Support of floor slabs and pavements on or above existing fill materials is discussed in this report.

However, even with the recommended construction procedures, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered.

This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill but can be reduced by following the recommendations contained in this report. To take advantage of the cost benefit of not removing the entire amount of undocumented fill, the owner must be willing to accept the risk associated with building over the undocumented fills.

EARTHWORK

Earthwork will include site stripping, topsoil and/or pavement removal, excavations and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria as necessary to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements.

Site Preparation

Existing pavements, surficial topsoil, and any loose, soft, or otherwise unsuitable materials should be removed from proposed construction areas.

Following pavement/topsoil removal and prior to placing new engineered fill, the exposed soils should be observed and tested by Terracon. A Terracon representative should observe proofrolling of the exposed soils. Proofrolling on exposed clay subgrade soils can be accomplished using a loaded tandem-axle dump truck with a gross weight of at least 25 tons, or similarly loaded equipment. Proofrolling on exposed granular soils can be accomplished with a smooth drum roller with a gross weight of at least 12 tons. Areas that display excessive deflection

(pumping) or rutting during proofroll operations should be improved by scarification and compaction or by removal and replacement with compacted engineered fill.

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As noted in Geotechnical Characterization, existing fill and possible fill was present within most of the borings to depths of about 1.5 to 8 feet below existing ground surface. The fill appears to have been placed in a mostly controlled manner, but we have no records to indicate the degree of control. Support of floor slabs and pavements on or above existing fill soils is discussed in this report. However, even with the recommended construction procedures, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill but can be reduced by following the recommendations contained in this report.

Fill Material Types

It is expected that most of the inorganic cohesive site soils, with the limitations discussed in this report, could be considered for use as engineered fill for the project. Engineered fill for the project should meet the follow material property requirements:

Fill Type 1, 2 USCS Classification Acceptable Locations for Placement

Cohesive

CL

, CL/ML

(LL ≤ 45 and PI ≤ 20)

Adjacent to footings

Below/adjacent to footings (when able to be compacted with large compaction equipment during mass grading), floor slabs and pavement

Granular

GW, GM, GC

SW, SP, SM, SC

Below/adjacent to footings (in overexcavations), floor slabs, and pavement

Unsuitable

ML

CL/CH

, CH

MH

, OL, OH

, PT

non-structural locations

1. Engineered fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to Terracon for evaluation prior to use on this site.

2. Any organic materials, rock fragments larger than 3 inches, and other unsuitable materials should be removed prior to use as engineered fill.

3. Highly susceptible to frost; unstable when wet, are commonly used for pavement support with the knowledge that additional maintenance and/or shorter pavement life are likely

4. High plasticity. Not recommended beneath movement sensitive features such as foundations, floor slabs, or pavements.

Fill Compaction Requirements

Structural fill should meet the following compaction requirements.

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Item Description

Maximum fill lift thickness

■ 9 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

■ 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used

Minimum compaction requirements 1, 2

■ 95% of the modified Proctor maximum dry density below foundations and within 3 feet of planned pavement or floor slab subgrade elevation; the compaction effort should extend laterally beyond the foundations at least 8 inches for every foot of fill placed below the foundation elevation

■ 92% of the modified Proctor maximum dry density above foundation bearing elevation and below 3 feet from top of subgrade for floor slabs and pavements

Moisture content range

■ within 2% below to 3% above the modified Proctor optimum moisture content at the time of placement and compaction for cohesive fill.

■ granular materials should be compacted within workable moisture levels

1. We recommend that engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

2. If the granular material is a coarse sand, crushed limestone, or gravel, is of a uniform size, or has a low fines content, compaction comparison to relative density (ASTM D 4253 and D 4254) may be more appropriate. In this case, granular materials should be compacted to at least 60% and 65% of the material’s maximum relative density for the 92% and 95% modified Proctor recommendations, respectively.

3. Specifically, moisture levels should be maintained to achieved compaction without bulking during placement or pumping when proofrolled.

Grading and Drainage

During construction, grades should be developed to direct surface water flow away from or around the site. Exposed subgrades should be sloped to provide positive drainage so that saturation of subgrades is avoided. Surface water should not be permitted to accumulate on the site.

Final grades should slope away from the structures to promote rapid surface drainage.

Accumulation of water adjacent to the structures could contribute to significant moisture increases in the subgrade soils and subsequent softening/settlement.

Earthwork Construction Considerations

We recommend that a Terracon geotechnical engineer or qualified representative be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during stripping of topsoil, subgrade preparation, placement and compaction of controlled compacted fills, backfilling of excavations, and just prior to construction of building floor

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Care should be taken to avoid disturbance of prepared subgrades. Unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. New fill compacted above optimum moisture content or that accumulates water during construction can also become disturbed under construction equipment. Construction traffic over the exposed subgrade should be avoided to the extent practical. If the subgrade becomes saturated, desiccated, or disturbed, the affected materials should either be scarified and compacted or be removed and replaced.

Groundwater was encountered at depths of about 4 to 9 feet (944 to 948 feet) below existing grades while drilling and after completion of drilling. Thus, shallow excavations to construct the building foundations will likely intercept the local groundwater table and the Contractor should be prepared to dewater the excavations as necessary. Higher groundwater levels than what was observed in our borings may be possible depending on the season and amount of precipitation in the weeks leading up to and during construction. For this reason, we recommend that construction occur in the drier later summer or fall months as opposed to early spring, if possible.

For successful performance of the foundations, it is critical that excavations be adequately dewatered; otherwise, a quick condition may develop at the base of the excavations below the water table wherein the bearing soils will be excessively disturbed and lose strength.

Groundwater control is generally the responsibility of the Contractor; however, we expect that dewatering for shallow excavations above the water table and within 1 to 2 feet below can be accomplished with a typical sump pit and pump system, though the number of sumps will depend on the amount of water entering the excavation. The pumps should be adequately filtered to prevent pumping of fines. The groundwater level should be lowered to a depth of at least 2 feet below the bottom of foundation elevation at the time of construction. If the excavations extend deeper than 1 to 2 feet below the water table, then a more robust dewatering system (e.g., well points, etc.) may be required.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, as well as other applicable codes, and in accordance with any applicable local, state, and federal safety regulations. The contractor should be aware that slope height, slope inclination, and excavation depth should in no instance exceed those specified by these safety regulations. The existing fill and granular soils above water levels are considered Type “C” soils under the OSHA regulations. Slope inclinations for Type “C” soils under the OSHA regulations are no steeper than 1.5H:1V.

Flatter slopes than those dictated by these regulations may be required depending upon the soil conditions encountered and other external factors. These regulations are strictly enforced and if they are not followed, the owner, the contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties. Under no circumstances should the information

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Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer

(Terracon). Monitoring should include documentation of adequate removal of pavements, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.

Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill placed over broad areas should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas, and every 5,000 square feet in pavement areas. One density and water content test for every 50 linear feet of compacted utility trench backfill should be performed.

In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of a representative of the Geotechnical Engineer. In the event that unanticipated conditions are encountered, the Geotechnical Engineer should prescribe mitigation options.

By conducting this exploration and site characterization, Terracon is in an advantageous and beneficial position to observe and evaluate conditions exposed during construction and compare to the findings of the exploration, which would assist in resolutions if variations are present.

Terracon should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of grade-supported slabs and pavements.

SHALLOW FOUNDATIONS

It is our opinion that the structure can be supported on typical spread footing foundations bearing on the native, inorganic soils, or on structural fill or lean concrete extending to suitable native bearing soils.

In-situ pressuremeter testing was performed within the very loose granular soils observed in the proposed East Addition adjacent to Boring B-2. Based on the results of the pressuremeter testing as well as the SPT boring data, shallow foundations can be proportioned for a net allowable bearing pressure of 4,000 psf.

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Design Parameters

Item Description

Maximum Net Allowable Bearing pressure 1, 2 4,000 psf

Required Bearing Stratum

Suitable native very stiff to hard clay soils with hand penetrometer value ≥2.0 tsf, native very loose to medium granular soils that have been redensified as recommended below, or engineered fill or lean concrete extending to suitable native soils

Minimum Foundation Dimensions Columns: 30 inches

Continuous: 18 inches

Minimum Embedment below

Finished Grade

Exterior footings in unheated areas: 60 inches

Exterior footings in heated areas: 48 inches

Interior footings in heated areas: 18 inches

Estimated Total Settlement from

Structural Loads 2, 5 Less than about…