S02 SOL 0004 AttI.1 SPECS_FINAL 585-21-115_01AUG24 VOL 1 of 3_.pdf

23 Mechanic Street

Springville, NY 14141 295 Main Street West Seneca, NY 14224 encorus.com 716.592.3980

FINAL BID SET

MASTER CONSTRUCTION

SPECIFICATIONS

For:

Replace Boiler Plant

Prepared For:

Department of Veterans Affairs

Oscar G. Johnson VA Medical Center

325 East “H” Street

Iron Mountain, MI 49801

August 1, 2024

VA Contract No. 36C25223C0009 VA Project No. 585-21-115

REPLACE BOILER PLANT 100% BID SET

OSCAR G. JOHNSON VAMC – IRON MOUNTAIN, MI 08/01/2024

00 01 10-1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

SECTION NO. DIVISION AND SECTION TITLES DATE

DIVISION 00 - SPECIAL SECTIONS

00 01 15 List of Drawing Sheets 02-23-2024 00 31 32 Geotechnical Data 06-26-2024

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 07-23-2024 01 32 16.15 Project Schedules (Small Projects – Design/Bid/Build 04-05-2024 01 33 23 Shop Drawings, Product Data, and Samples 07-02-2024 01 35 26 Safety Requirements 08-01-2024 01 42 19 Reference Standards 02-23-2024 01 45 00 Quality Control 07-02-2024 01 45 29 Testing Laboratory Services 02-23-2024 01 45 35 Special Inspections 04-05-2024 01 45 35.1 Statement of Special Inspections 02-23-2024 01 45 35.2 Schedule of Special Inspections 07-02-2024 01 57 19 Temporary Environmental Controls 02-23-2024 01 74 19 Construction Waste Management 02-23-2024 01 81 13 Sustainable Construction Requirements 02-23-2024 01 91 00 General Commissioning Requirements 02-23-2024

DIVISION 02 – EXISTING CONDITIONS

02 21 13 Site Surveys 02-23-2024 02 41 00 Demolition 02-23-2024 02 82 13.13 Glovebag Asbestos Abatement 07-22-2024

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 02-23-2024 03 41 00 Precast Structural Concrete 02-23-2024

DIVISION 04 – MASONRY

04 01 00 Maintenance of Masonry 02-23-2024 04 05 13 Masonry Mortaring 02-23-2024 04 05 16 Masonry Grouting 02-23-2024 04 20 00 Unit Masonry 02-23-2024 04 25 16 Thin Brick Panel System 07-22-2024 04 72 00 Cast Stone Masonry 02-23-2024

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 02-23-2024

00 01 10-2

05 36 00 Composite Metal Decking 02-23-2024 05 40 00 Cold-Formed Metal Framing 02-23-2024 05 50 00 Metal Fabrications 02-23-2024 05 51 00 Metal Stairs 02-23-2024

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 02-23-2024 06 16 63 Cementitious Sheathing 02-23-2024 06 20 00 Finish Carpentry 02-23-2024

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 02-23-2024 07 11 13 Bituminous Dampproofing 02-23-2024 07 13 52 Modified Bituminous Sheet Waterproofing 02-23-2024 07 21 13 Thermal Insulation 04-05-2024 07 22 00 Roof and Deck Insulation 02-23-2024 07 27 26 Fluid-Applied Membrane Air Barrier, Vapor Permeable 02-23-2024 07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 02-23-2024 07 60 00 Flashing and Sheet Metal 02-23-2024 07 71 00 Roof Specialties 02-23-2024 07 72 00 Roof Accessories 02-23-2024 07 72 33 Roof Hatches 02-23-2024 07 84 00 Firestopping 02-23-2024 07 92 00 Joint Sealants 02-23-2024

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 02-23-2024 08 33 00 Coiling Doors and Grilles 02-23-2024 08 56 53 Blast Resistant Windows 04-05-2024 08 71 00 Door Hardware 07-23-2024 08 80 00 Glazing 04-05-2024 08 90 00 Louvers and Vents 02-23-2024

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 02-23-2024 09 22 16 Non-Structural Metal Framing 02-23-2024 09 29 00 Gypsum Board 02-23-2024 09 30 13 Ceramic/Porcelain Tiling 02-23-2024 09 51 00 Acoustical Ceilings 02-23-2024 09 65 13 Resilient Base and Accessories 02-23-2024 09 65 19 Resilient Tile Flooring 02-23-2024 09 67 23.20 Resinous Epoxy Base With Vinyl Chip Broadcast (RES 2) 04-05-2024 09 91 00 Painting 04-05-2024

DIVISION 10 – SPECIALTIES

10 14 00 Signage 02-23-2024

00 01 10-3

10 26 00 Wall and Door Protection 02-23-2024 10 28 00 Toilet, Bath, and Laundry Accessories 02-23-2024 10 44 13 Fire Extinguisher Cabinets 02-23-2024 10 51 13 Metal Lockers 02-23-2024

DIVISION 12 – FURNISHINGS

12 34 00 Manufactured Plastic Casework 02-23-2024 12 36 00 Countertops 02-23-2024

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 02-23-2024 21 13 13 Wet-Pipe Sprinkler Systems 02-23-2024

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 02-23-2024 22 05 12 General Motor Requirements for Plumbing Equipment 02-23-2024 22 05 19 Meters and Gages for Plumbing Piping 02-23-2024 22 05 23 General-Duty Valves for Plumbing Piping 02-23-2024 22 07 11 Plumbing Insulation 02-23-2024 22 08 00 Commissioning of Plumbing Systems 02-23-2024 22 11 00 Facility Water Distribution 02-23-2024 22 11 23 Domestic Water Pumps 02-23-2024 22 13 00 Facility Sanitary and Vent Piping 02-23-2024 22 13 29 Sanitary Sewerage Pumps 02-23-2024 22 14 00 Facility Storm Drainage 02-23-2024 22 14 29 Sump Pumps 02-23-2024 22 15 00 General Service Compressed-Air Systems 02-23-2024 22 31 11 Water Softeners 04-05-2024 22 33 00 Electric Domestic Water Heaters 02-23-2024 22 40 00 Plumbing Fixtures 02-23-2024 22 67 19.16 Reverse-Osmosis Water Equipment 02-23-2024

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 10 Common Work Results for Boiler Plant and Steam

Generation 02-23-2024

23 05 11 Common Work Results for HVAC 02-23-2024 23 05 12 General Motor Requirements for HVAC and Steam

Generation Equipment 02-23-2024

23 05 41 Noise and Vibration Control for HVAC Piping and Equipment

02-23-2024

23 05 51 Noise and Vibration Control for Boiler Plant 02-23-2024 23 05 93 Testing, Adjusting, and Balancing for HVAC 02-23-2024 23 07 11 HVAC and Boiler Plant Insulation 04-05-2024 23 08 00 Commissioning of HVAC Systems 02-23-2024 23 08 11 Demonstrations and Tests for Boiler Plant 02-23-2024 23 09 11 Instrumentation and Control for Boiler Plant 04-05-2024

00 01 10-4

23 09 23 Direct-Digital Control System for HVAC 04-05-2024 23 10 00 Facility Fuel Systems 02-23-2024 23 11 23 Facility Natural-Gas Piping 02-23-2024 23 21 11 Boiler Plant Piping Systems 02-23-2024 23 21 13 Hydronic Piping 02-23-2024 23 21 23 Hydronic Pumps 02-23-2024 23 22 13 Steam and Condensate Heating Piping 02-23-2024 23 23 00 Refrigerant Piping 02-23-2024 23 25 00 HVAC Water Treatment 02-23-2024 23 31 00 HVAC Ducts and Casings 02-23-2024 23 34 00 HVAC Fans 02-23-2024 23 37 00 Air Outlets and Inlets 02-23-2024 23 50 11 Boiler Plant Mechanical Equipment 02-23-2024 23 51 00 Breechings, Chimneys, and Stacks 02-23-2024 23 52 39 Fire Tube Boilers 02-23-2024 23 72 00 Air-to-Air Energy Recovery Equipment 02-23-2024 23 81 00 Decentralized Unitary HVAC Equipment 02-23-2024 23 82 00 Convection Heating and Cooling Units 02-23-2024 23 82 16 Air Coils 02-23-2024

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 02-23-2024 26 05 19 Low-Voltage Electrical Power Conductors and Cables 02-23-2024 26 05 26 Grounding and Bonding for Electrical Systems 02-23-2024 26 05 33 Raceway and Boxes for Electrical Systems 02-23-2024 26 05 41 Underground Electrical Construction 02-23-2024 26 05 73 Overcurrent Protective Device Coordination Study 02-23-2024 26 08 00 Commissioning of Electrical Systems 02-23-2024 26 09 23 Lighting Controls 02-23-2024 26 22 00 Low-Voltage Transformers 02-23-2024 26 24 13 Distribution Switchboards 02-23-2024 26 24 16 Panelboards 02-23-2024 26 27 26 Wiring Devices 04-09-2024 26 29 11 Motor Controllers 02-23-2024 26 29 21 Enclosed Switches and Circuit Breakers 02-23-2024 26 32 13 Engine Generators 04-05-2024 26 36 23 Automatic Transfer Switches 02-23-2024 26 41 00 Facility Lightning Protection 02-23-2024 26 42 00 Cathodic Protection 02-23-2024 26 43 13 Surge Protective Devices 02-23-2024 26 51 00 Interior Lighting 02-23-2024 26 56 00 Exterior Lighting 02-23-2024

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 02-23-2024 27 05 26 Grounding and Bonding for Communications Systems 02-23-2024 27 05 33 Raceways and Boxes for Communications Systems 02-23-2024 27 08 00 Commissioning of Communications Systems 02-23-2024 27 10 00 Control, Communication and Signal Wiring 02-23-2024

00 01 10-5

27 11 00 Communications Equipment Room Fittings 02-23-2024 27 15 00 Communications Structured Cabling 02-23-2024 27 31 31 Voice Communications Switching and Routing Equipment

- Extension 02-23-2024

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 08 00 Commissioning of Electronic Safety and Security

Systems 02-23-2024

28 13 00 Physical Access Control System 04-05-2024 28 23 00 Video Surveillance 04-05-2024 28 31 00 Fire Detection and Alarm 04-05-2024 28 52 31 Emergency Call System 02-23-2024

DIVISION 31 – EARTHWORK

31 20 00 Earthwork 02-23-2024 31 23 19 Dewatering 02-23-2024 31 23 23.33 Flowable Fill 02-23-2024

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 02-23-2024 32 12 16 Asphalt Paving 02-23-2024 32 17 23 Pavement Markings 02-23-2024 32 31 13 Chain Link Fences and Gates 02-23-2024 32 31 19 Decorative Steel Fences and Gates 02-23-2024 32 31 40 High Security Fences and Gates 02-23-2024 32 90 00 Planting 02-23-2024

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 02-23-2024 33 10 00 Water Utilities 02-23-2024 33 30 00 Sanitary Sewer Utilities 02-23-2024 33 40 00 Storm Sewer Utilities 02-23-2024 34 75 13.13 Active Vehicle Barriers 02-23-2024

DIVISION 41 - MATERIAL PROCESSING AND HANDLING

EQUIPMENT

41 22 23 Monorail Hoists 02-23-2024

OSCAR G. JOHNSON VAMC – IRON MOUNTAIN, MI 02/23/2024

00 01 15 - 1

SECTION 00 01 15

LIST OF DRAWING SHEETS

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

Drawing No. Title

GENERAL

GI001 TITLE SHEET

GI002 DRAWING INDEX

GC101 GENERAL PHASING PLAN - PHASE 1

GC102 GENERAL PHASING PLAN - PHASE 2

GC103 GENERAL PHASING PLAN - PHASE 3

GC104 GENERAL PHASING PLAN - PHASE 4

GC105 GENERAL PHASING PLAN - PHASE 5

SURVEY

VF101 SITE SURVEY

VF102 SITE SURVEY

VF103 SITE SURVEY

VF104 SITE SURVEY

VF105 SITE SURVEY

CIVIL

C-001 CIVIL NOTES AND LEGENDS

CD171 CIVIL DEMOLITION SITE PLAN

CS171 CIVIL SITE PLAN

CS501 CIVIL SITE TYPICAL DETAILS

CG171 CIVIL GRADING PLAN

CG501 CIVIL GRADING & DRAINAGE DETAILS

CP171 CIVIL PAVEMENT AND SIGNAGE PLAN

CP501 CIVIL PAVEMENT AND SIGNAGE DETAILS

CU171 CIVIL UTILITIES PLAN

CU172 CIVIL UTILITY PROFILES

CU501 CIVIL UTILITY FUEL TRENCH DETAILS

CU502 CIVIL UTILITY SEWER DETAILS

CU503 CIVIL UTILITY SEWER DETAILS

CU504 CIVIL UTILITY WATER DETAILS

STRUCTURAL

S-001 STRUCTURAL NOTES AND LEGENDS

SD101 STRUCTURAL DEMOLITION PLAN - BASEMENT LEVEL

SD121 STRUCTURAL DEMOLITION PLAN - GROUND FLOOR LEVEL

SD141 STRUCTURAL DEMOLITION PLAN - MEZZANINE LEVEL

SD201 STRUCTURAL DEMOLITION FOUNDATION ELEVATIONS

SB101 STRUCTURAL FOUNDATION PLAN - BASEMENT LEVEL

SB121 STRUCTURAL FOUNDATION PLAN - GROUND FLOOR LEVEL

SB171 STRUCTURAL FOUNDATION PLAN - FUEL OIL TANK SITE

SB172 STRUCTURAL FOUNDATION PLAN - FUEL OIL TANK

00 01 15 - 2

SB201 STRUCTURAL FOUNDATION SECTIONS

SB301 STRUCTURAL FOUNDATION SECTIONS

SB302 STRUCTURAL FOUNDATION SECTIONS

SB303 STRUCTURAL FOUNDATION SECTIONS

SB304 STRUCTURAL FOUNDATION SECTIONS

SB305 STRUCTURAL FOUNDATION SECTIONS

SB401 STRUCTURAL FOUNDATION ENLARGED PLAN

SB501 STRUCTURAL FOUNDATION DETAILS

SB502 STRUCTURAL FOUNDATION DETAILS

SB503 STRUCTURAL FOUNDATION DETAILS

SB601 STRUCTURAL FOUNDATION SCHEDULE

SF101 STRUCTURAL FRAMING PLAN - BASEMENT LEVEL

SF121 STRUCTURAL FRAMING PLAN - GROUND FLOOR LEVEL

SF141 STRUCTURAL FRAMING PLAN - MEZZANINE LEVEL

SF151 STRUCTURAL FRAMING PLAN - LOWER ROOF LEVEL

SF161 STRUCTURAL FRAMING PLAN - UPPER ROOF LEVEL

SF201 STRUCTURAL FRAMING EXTERIOR ELEVATIONS

SF202 STRUCTURAL FRAMING EXTERIOR ELEVATIONS

SF203 STRUCTURAL FRAMING INTERIOR ELEVATIONS

SF204 STRUCTURAL FRAMING INTERIOR ELEVATIONS

SF301 STRUCTURAL FRAMING SECTIONS

SF302 STRUCTURAL FRAMING SECTIONS

SF303 STRUCTURAL FRAMING SECTIONS

SF401 STRUCTURAL FRAMING ENLARGED PLANS

SF402 STRUCTURAL FRAMING ENLARGED PLANS

SF501 STRUCTURAL FRAMING DETAILS

SF502 STRUCTURAL FRAMING DETAILS

SF503 STRUCTURAL FRAMING DETAILS

SF504 STRUCTURAL FRAMING DETAILS

SF505 STRUCTURAL FRAMING DETAILS

SF506 STRUCTURAL FRAMING DETAILS

SF507 STRUCTURAL FRAMING DETAILS

SF508 STRUCTURAL FRAMING DETAILS

SF601 STRUCTURAL FRAMING SCHEDULES

ARCHITECTURAL

A-001 ARCHITECTURAL NOTES AND LEGENDS

A-002 ARCHITECTURAL LIFE SAFTEY PLAN - GROUND FLOOR LEVEL

A-003 ARCHITECTURAL LIFE SAFETY PLAN - MEZZANINE LEVEL

AD101 ARCHITECTURAL DEMOLITION PLAN - BASEMENT LEVEL

AD121 ARCHITECTURAL DEMOLITION PL AN - GROUND FLOOR LEVEL

AD141 ARCHITECTURAL DEMOLITION PLAN - MEZZANINE LEVEL

AD161 ARCHITECTURAL DEMOLITION PLAN - ROOF LEVEL

AE101 ARCHITECTURAL PLAN - BASEMENT LEVEL

AE121 ARCHITECTURAL PLAN - GROUND FLOOR LEVEL

AE131 ARCHITECTURAL RCP - GROUND FLOOR LEVEL

AE141 ARCHITECTURAL PLAN - MEZZANINE LEVEL

AE142 ARCHITECTURAL RCP - MEZZANINE LEVEL

AE161 ARCHITECTURAL PLAN - ROOF LEVEL

00 01 15 - 3

AE201 ARCHITECTURAL EXTERIOR ELEVATIONS

AE202 ARCHITECTURAL EXTERIOR ELEVATIONS

AE203 ARCHITECTURAL INTERIOR ELEVATIONS

AE204 ARCHITECTURAL INTERIOR ELEVATIONS CONTINUED

AE301 ARCHITECTURAL BUILDING SECTIONS

AE302 ARCHITECTURAL BUILDING SECTIONS

AE303 ARCHITECTURAL WALL SECTIONS

AE304 ARCHITECTURAL WALL SECTIONS

AE421 ARCHITECTURAL ENLARGED PLAN - GROUND FLOOR LEVEL

AE422 ARCHITECTURAL ENLARGED PLAN - GROUND FLOOR LEVEL

AE423 ARCHITECTURAL ENLARGED PLAN - GROUND FLOOR LEVEL

AE501 ARCHITECTURAL WALL DETAILS

AE502 ARCHITECTURAL BUILDING DETAILS

AE503 ARCHITECTURAL ROOF DETAILS

AE504 ARCHITECTURAL ROOF DETAILS

AE505 ARCHITECTURAL BUILDING DETAILS

AE601 ARCHITECTURAL DOOR SCHEDULE AND DETAILS

AE602 ARCHITECTURAL DOOR DETAILS

AE603 ARCHITECTURAL WINDOW SCHEDULE AND DETAILS

AE604 ARCHTECTURAL FINISH SCHEDULES

AE801 ARCHITECTURAL BOILER PLANT SIGNAGE

AG101 ARCHITECTURAL SIGNAGE PLAN - BASEMENT LEVEL

AG121 ARCHITECTURAL SIGNAGE PLAN - GROUND FLOOR LEVEL

AG141 ARCHITECTURAL SIGNAGE PLAN - MEZZANINE LEVEL

AK121 ARCHITECTURAL EQUIPMENT PLAN - GROUND FLOOR LEVEL

AK141 ARCHITECTURAL EQUIPMENT PLAN - MEZZANINE LEVEL

AK161 ARCHITECTURAL EQUIPMENT PLAN - ROOF LEVEL

FIRE PROTECTION

F-001 FIRE PROTECTION NOTES AND LEGENDS

FA101 FIRE ALARM PLAN - BASEMENT LEVEL

FA121 FIRE ALARM PLAN - GROUND FLOOR LEVEL

FA141 FIRE ALARM PLAN - MEZZANINE LEVEL

FA601 FIRE ALARM RISER DIAGRAM

FX101 FIRE SUPPRESION PLAN - BASEMENT LEVEL

FX121 FIRE SUPPRESION PLAN - GROUND FLOOR LEVEL

FX141 FIRE SUPPRESSION PLAN - MEZZANINE LEVEL

FX201 FIRE SUPPRESSION ELEVATION

FX501 FIRE SUPPRESSION TYPICAL DETAILS

PLUMBING

P-001 PLUMBING NOTES AND LEGENDS

PD101 PLUMBING DEMOLITION PLAN - BASEMENT LEVEL

PD121 PLUMBING DEMOLITION PLAN - GROUND FLOOR LEVEL

PD141 PLUMBING DEMOLITION PLAN - MEZZANINE LEVEL

PP101 PLUMBING PLAN - BASEMENT LEVEL

PP121 PLUMBING PLAN - GROUND FLOOR LEVEL

PP122 SANITARY PLAN - GROUND FLOOR LEVEL

PP123 COMPRESSED AIR PIPING - GROUND FLOOR LEVEL

PP124 COMPREESSED AIR PIPING- GROUND LEVEL

00 01 15 - 4

PP141 SANITARY PLAN - MEZZANINE LEVEL

PP142 COMPRESSED AIR PIPING - MEZZANINE LEVEL

PP161 SANITARY PLAN - ROOF LEVEL

PP201 PLUMBING ELEVATIONS

PP401 PLUMBING ENLARGED PLANS

PP501 PLUMBING DETAILS

PP601 PLUMBING DOMESTIC WATER RISER DIAGRAM

PP602 PLUMBING SANITARY RISER DIAGRAM

PP901 PLUMBING PIPING ISOMETRIC

PP902 PLUMBING SANITARY PIPING ISOMETRIC

PROCESS

D-001 PROCESS NOTES AND LEGENDS

D-601 PROCESS - PFD

D-611 PROCESS - P&ID - FUEL OIL

D-612 PROCESS - P&ID - FUEL OIL - BALANCE OF PLANT

D-613 PROCESS - P&ID - FUEL OIL - BOILER #1

D-614 PROCESS - P&ID - FUEL OIL - BOILER #2

D-615 PROCESS - P&ID - FUEL OIL - BOILER #3

D-616 PROCESS - P&ID FUEL OIL - HEATING & FILTRATION

D-621 PROCESS - P&ID - NATURAL GAS - BALANCE OF PLANT

D-622 PROCESS - P&ID - NATURAL GAS - BOILER #1

D-623 PROCESS - P&ID - NATURAL GAS - BOILER #2

D-624 PROCESS - P&ID - NATURAL GAS - BOILER #3

D-631 PROCESS - P&ID - FEEDWATER - BALANCE OF PLANT

D-632 PROCESS - P&ID - FEEDWATER - BALANCE OF PLANT

D-633 PROCESS - P&ID - FEEDWATER - BALANCE OF PLANT

D-634 PROCESS - P&ID - FEEDWATER - BALANCE OF PLANT

D-635 PROCESS - P&ID - FEEDWATER - BALANCE OF PLANT

D-636 PROCESS - P&ID - FEEDWATER - CHEM PUMPS

D-637 PROCESS - P&ID - FEEDWATER - BOILER #1

D-638 PROCESS - P&ID - FEEDWATER - BOILER #2

D-639 PROCESS - P&ID - FEEDWATER - BOILER #3

D-641 PROCESS - P&ID - STEAM - BOILER #1

D-642 PROCESS - P&ID - STEAM - BOILER #2

D-643 PROCESS - P&ID - STEAM - BOILER #3

D-644 PROCESS - P&ID - STEAM - BALANCE OF PLANT

D-645 PROCESS - P&ID - STEAM - BALANCE OF PLANT

D-651 PROCESS - P&ID - COMBUSTION AIR - BOILER #1

D-652 PROCESS - P&ID - COMBUSTION AIR - BOILER #2

D-653 PROCESS - P&ID - COMBUSTION AIR - BOILER #3

DI601 SEQUENCE OF OPERATION

DI602 POINT LISTS

DI603 FUEL OIL POINT LIST

DI604 NATURAL & LOW PRESSURE GAS POINT LIST

DI605 DEAERATOR FEEDWATER POINT LIST

DI606 BOILERS FEEDWATER POINT LIST

DI607 SUPPLY & COMBUSTION AIR POINT LIST

MECHANICAL

00 01 15 - 5

M-001 MECHANICAL NOTES AND LEGENDS

MD101 MECHANICAL DEMOLITION PLAN - BASEMENT LEVEL

MD121 MECHANICAL DEMOLITION PLAN - GROUND FLOOR LEVEL

MD141 MECHANICAL DEMOLITION PLAN - MEZZANINE LEVEL

MD161 MECHANICAL DEMOLITION PLAN - ROOF LEVEL

MD201 MECHANICAL DEMOLITION ELEVATION - TUNNEL

MH121 MECHANICAL HVAC PLAN- GROUND FLOOR LEVEL

MH131 MECHANICAL HVAC RCP PLAN - GROUND FLOOR LEVEL

MH141 MECHANICAL HVAC PLAN - MEZZANINE LEVEL

MH161 MECHANICAL HVAC PLAN - ROOF LEVEL

MH201 MECHANICAL HVAC ELEVATIONS

MH401 MECHANIAL ENLARGED PLANS

MH501 MECHANICAL HVAC DETAILS

MH502 MECHANICAL HVAC DETAILS

MH601 MECHANICAL HVAC SCHEDULES

MI601 MECHANICAL HVAC CONTROLS DIAGRAMS

MI602 MECHANICAL HVAC CONTROLS DIAGRAMS

MI603 MECHANICAL HVAC CONTROLS DIAGRAMS

MI604 MECHANICAL HVAC CONTROLS DIAGRAMS

MP101 MECHANICAL STEAM PIPING - BASEMENT LEVEL

MP102 MECHANICAL HYDRONIC PIPING - BASEMENT LEVEL

MP121 MECHANICAL STEAM PIPING - GROUND FLOOR LEVEL

MP122 MECHANICAL HYDRONIC PIPING - GROUND FLOOR LEVEL

MP123 MECHANICAL FUEL PIPING - GROUND FLOOR LEVEL

MP141 MECHANICAL STEAM PIPING - MEZZANINE LEVEL

MP142 MECHANICAL HYDRONIC PIPING - MEZZANINE LEVEL

MP143 MECHANICAL FUEL PIPING - MEZZANINE LEVEL

MP171 MECHANICAL FUEL PIPING - FUEL OIL TANK

MP201 MECHANICAL ELEVATIONS - FUEL TANK

MP202 MECHANICAL PIPING ELEVATIONS

MP203 MECHANICAL PIPING ELEVATIONS

MP501 MECHANICAL PIPING DETAILS

MP502 MECHANICAL PIPING DETAILS

MP503 MECHANICAL PIPING DETAILS

MP504 MECHANICAL PIPING DETAILS

MK121 MECHANICAL EQUIPMENT PLAN - GROUND FLOOR LEVEL

MK141 MECHANICAL EQUIPMENT PLAN - MEZZANINE LEVEL

MK201 MECHANICAL ELEVATIONS

MK202 MECHANICAL ELEVATIONS

MK203 MECHANICAL ELEVATIONS

MK401 MECHANICAL ENLARGED PLAN - GROUND FLOOR LEVEL

MK501 MECHANICAL EQUIPMENT DETAILS

MK601 MECHANICAL EQUIPMENT SCHEDULES

MK602 MECHANICAL EQUIPMENT SCHEDULES

ELECTRICAL

E-001 ELECTRICAL NOTES AND LEGENDS

ED101 ELECTRICAL DEMOLITION PLAN - BASEMENT LEVEL

ED121 ELECTRICAL DEMOLITION PLAN - GROUND FLOOR LEVEL

00 01 15 - 6

ED141 ELECTRICAL DEMOLITION PLAN - MEZZANINE LEVEL

ED161 ELECTRICAL DEMOLITION PLAN - ROOF LEVEL

ED171 ELECTRICAL DEMOLITION SITE PLAN

ED601 ELECTRICAL DEMOLITION POWER ONE-LINE DIAGRAM

ES171 ELECTRICAL SITE PLAN

ES501 ELECTRICAL SITE DETAILS

EI001 ELECTRICAL INSTRUMENTATION - NOTES AND LEGENDS

EI121 ELECTRICAL INSTRUMENTATION PLAN - GROUND FLOOR LEVEL

EI141 ELECTRICAL INSTRUMENTATION PLAN - MEZZANINE LEVEL

EI501 ELECTRICAL INSTRUMENTATION DETAILS

EI502 ELECTRICAL INSTRUMENTATION DETAILS

EI601 ELECTRICAL INSTRUMENTATION - CONTROLS NETWORK ARCH

EL111 ELECTRICAL LIGHTING PLAN - BASEMENT LEVEL

EL131 ELECTRICAL LIGHTING PLAN - GROUND FLOOR LEVEL

EL151 ELECTRICAL LIGHTING PLAN - MEZZAININE LEVEL

EL401 ELECTRICAL LIGHTING ENLARGED PLAN - GROUND FLOOR LEVEL

EL601 ELECTRICAL LIGHTING FIXTURE SCHEUDULE

EG121 ELECTRICAL GROUNDING PLAN

EG161 ELECTRICAL LIGHTNING PROTECTION PLAN

EG501 ELECTRCIAL GROUNDING DETAILS

EP101 ELECTRICAL POWER PLAN - BASEMENT LEVEL

EP121 ELECTRICAL POWER PLAN - GROUND FLOOR LEVEL

EP122 ELECTRICAL CONDUIT ROUTING PLAN - GROUND FLOOR LEVEL

EP141 ELECTRICAL POWER PLAN - MEZZANINE LEVEL

EP161 ELECTRICAL POWER PLAN - ROOF LEVEL

EP201 ELECTRICAL POWER ELEVATIONS - GROUND FLOOR LEVEL

EP202 ELECTRICAL POWER ELEVATIONS - GROUND FLOOR LEVEL

EP401 ELECTRICAL POWER ENLARGED PLAN - GROUND FLOOR LEVEL

EP601 ELECTRICAL POWER ONE-LINE DIAGRAM

EP602 ELECTRICAL POWER PANEL SCHEDULES

EP603 ELECTRICAL POWER PANEL SCHEDULES

EP604 ELECTRICAL POWER CABLE AND CONDUIT SCHEDULES

ET001 ELECTRICAL TELECOMMUNICATIONS - NOTES AND LEGENDS

ET101 ELECTRICAL TELECOMMUNICATIONS PLAN - BASEMENT LEVEL

ET121 ELECTRICAL TELECOMMUNICATIONS PLAN - GROUND FLOOR LEVEL

ET141 ELECTRICAL TELECOMMUNICATIONS PLAN - MEZZANINE LEVEL

ET501 ELECTRICAL TELECOMMUNICATIONS - DETAILS

ET502 ELECTRICAL TELECOMMUNICATIONS - DETAILS

ET503 ELECTRICAL TELECOMMUNICATIONS - DETAILS

ET601 ELECTRICAL TELECOMMUNICATIONS - NETWORK ARCH

ET602 ELECTRICAL TELECOMMUNICATIONS - SECURITY NETWORK ARCH

ET603 ELECTRICAL TELECOMMUNICATIONS - SECURITY CAMERA SCHEDULE

- - - E N D - - -

GEOTECHNICAL INVESTIGATION

FOR

VETERANS ADMINISTRATION MEDICAL CENTER

PROPOSED BOILER PLANT

IRON MOUNTAIN, MICHIGAN

JUNE 14, 2023

CEC PROJECT NO. GD‐230305D

00 31 32-01

GEOTECHNICAL INVESTIGATION

FOR

VETERANS ADMINISTRATION MEDICAL CENTER

PROPOSED BOILER PLANT

IRON MOUNTAIN, MICHIGAN

JUNE 14, 2023

CEC PROJECT NO. GD‐230305D

Prepared By:

COLEMAN ENGINEERING COMPANY

200 East Ayer Street Ironwood, MI 49938

00 31 32-02

June 14, 2023

Mr. Evan L. Krug Encorus Group 23 Mechanic Street Springville, NY 14141

Re: Geotechnical Investigation Proposed Boiler Plant Veterans Administration Medical Center Iron Mountain, Michigan

Dear Mr. Krug:

Coleman Engineering Company (CEC) has completed the geotechnical investigation for the above referenced project. The enclosed geotechnical report includes a summary of the field and laboratory activities associated with the investigation.

We appreciate the opportunity to serve you. If you have any questions about our report, please feel free to call me in our Ironwood office at (906) 932‐5048 or via email at gstengard@coleman‐ engineering.com.

Sincerely, COLEMAN ENGINEERING COMPANY

Garth C. Stengard, P.E.

Geotechnical Engineering Manager

GCS/ks

Enclosure

CEC Project No. GD‐230305

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TABLE OF CONTENTS

PAGE #

I. INTRODUCTION

II. FIELD PROCEDURES

III. LABORATORY PROCEDURES

.. V. SITE CONDITIONS

V. ANALYSIS AND RECOMMENDATIONS

Site Preparation and Grading

Shallow Foundations

Floor Slabs

Seismic Design

Lateral Loads

Pavement Areas

Underground Utility Construction

Exterior Concrete Flatwork

Inspection and Testing

Construction Considerations

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

APPENDIX

APPENDIX A. LOCATION MAPS

‐ Project Location Map ‐ Boring Location Map

APPENDIX B. CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

APPENDIX C. SOIL EXPLORATION‐GENERAL NOTES AND LEGEND

APPENDIX D. BORING LOGS

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Coleman Engineering Company 1 Geotechnical Investigation Report Proposed VAMC Boiler Plant

June 14, 2023

I. INTRODUCTION

The Veterans Administration (VA) Medical Center is proposing to construct a new boiler plant at their facility in Iron Mountain, Michigan. The proposed building will be approximately 7,000 square feet located near the southeast corner of the property. In addition, two (2) new propane tanks will be placed south of the proposed boiler plant. We also assume that the finished floor elevation will be at or near the existing surface grades.

The purpose of this report is to document the results of the field investigation and to provide recommendations/guidance for soil bearing capacity, settlement mitigation, groundwater management, earthwork quality assurance/quality control (QA/QC) and other geotechnical considerations.

Be aware that the recommendations contained in this report recognize that fill was found during this soils investigation. The representatives of the VA have been advised of the pitfalls of developing on undocumented fill and the risks of developing the site and decisions for construction lie with the VA.

II. FIELD PROCEDURES

The site of the boiler plant was evaluated with six (6) soil borings designated as Borings

B‐1 through B‐6 drilled to nominal depths ranging from about 20 to 30 feet below the existing grade. The borings were advanced with a Diedrich D‐50 all‐terrain drill unit present at the site on

May 3 through May 5, 2023. Drilling was completed using 3 7/8‐inch mud rotary drilling methods.

In addition, four (4) environmental borings designated as Borings ENVB‐1 through ENVB‐4 were drilled and sampled/tested for petroleum products. The results of the environmental study is not part of this report.

Mud rotary drilling consists of advancing soil borings using a rotary bit designed to allow drilling fluid to flow through the bit. Bentonite based drilling mud is pumped through the bit to flush soil cuttings to the surface as the bit advances. At each sampling interval, the roller bit is removed and sampling tools are lowered to the undisturbed soils.

Drilling and field sampling were performed in accordance with ASTM D‐1586, “Penetration Test and

Split Barrel Sampling of Soils” with a 2‐inch O.D. split spoon. Fifty (50) such samples were obtained.

A field log was prepared for each boring during exploration which contained the work method, 00 31 32-05

Coleman Engineering Company 2 Geotechnical Investigation Report

June 14, 2023 standard penetration test (SPT) data, samples recovered and the indication of the presence of various soil types. The field logs were submitted to Coleman Engineering Company’s (CEC) laboratory along with the soil samples for evaluation of the subsurface information and preparation of the final boring logs.

The boring locations were selected by Encorus Group and established by CEC. Ground surface elevations at the boring locations were surveyed by CEC survey crew. The general project location and boring location maps are presented in Appendix A.

III. LABORATORY PROCEDURES

All field soil samples collected were visually classified in accordance with ASTM D‐2488, “Description and Identification of Soils (Visual‐Manual Procedure).” Additional laboratory testing was deemed unnecessary for the classification purposes.

The final logs contain both factual and interpretive information. It should be emphasized that the recommendations are based only on the final boring logs. On the final logs, horizontal lines designating the interface between differing materials encountered represent approximate boundaries. The transition between soil strata is typically gradual.

IV. SITE CONDITIONS

The borings encountered about 4 to 4 ¼ inches of asphalt over 4.8 to 6.0 inches of aggregate base or 0.2 to 0.5 feet of topsoil at the surface. Below the surface materials, Boring B‐5 encountered undocumented fill to a depth of 12 feet. Below the existing fill in Boring B‐6 and surface materials in the remaining borings, possible fill was encountered to depths ranging from 17.5 feet below the existing ground surface to the maximum depths explored. This material was classified as possible fill as it was difficult to distinguish between native soils and fill soils. Below the fill and possible fill, native poorly graded sand was encountered to the maximum depths explored. The possible fill was in a loose to very dense condition but generally medium dense. The native sand was in a medium dense condition. For a more detailed soil description, see the individual soil boring logs in

Appendix D.

Groundwater was not observed in any of the borings at the time of drilling. It should be noted that groundwater levels may fluctuate several feet seasonally, owing to rainfall, snowmelt, surface runoff, and other factors.

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June 14, 2023

V. ANALYSIS AND RECOMMENDATIONS

Our analysis and recommendations related to the geotechnical aspects of the proposed project include:

Site Preparation and Grading

Building

Based on the borings, undocumented fill and/or possible fill was encountered in all of the borings to depths ranging from 17.5 feet to the maximum depth explored. The Standard Penetration Test sampling completed for this investigation indicated the density of the granular fill was typically medium dense to dense.

Normally it would be recommended that all undocumented fill and deleterious materials be stripped/excavated below the building footprint and propane foundation pads and to a lateral distance equal to the depth of removal (1 foot horizontal to 1 foot vertical) and replaced with engineered fill. In cases of sites with deep fill, supporting the structures on a deep foundation system bearing on the native soils would be the preferred recommendation. However, Encorus

Group has requested recommendations to construct the structures on the existing soils. Therefore, the remainder of this report will include recommendations for constructing the proposed structures on the existing soil based solely on the conditions encountered in the six (6) soil boings completed for the investigation. We wish to note that these recommendations will reduce, not eliminate, the risk of constructing on the existing soil as stated below. CEC can provide recommendations for the removal and replacement method or a deep foundation system upon request.

We must caution that constructing on existing fill could result in excessive total and differential settlement to potential structures due to soft, loose, compressible or decomposable materials not encountered in the borings. Such settlement could result in uneven floors, cracks in the floor slabs, vertical faults in the floor slabs, which may create tripping hazards, and differential settlement where exterior slabs abut the perimeter foundations. The Owner must be willing to solely accept any risk of constructing on the existing fill at this site. If the Owner is not willing to accept the risk, we recommend conducting a supplemental investigation for a deep foundation system.

If the Owner is willing to take the risk of constructing on the existing fill soils, all subgrade exposed after stripping/excavation should be evaluated by a geotechnical engineer or person under the direction of a geotechnical engineer. The evaluation may include shallow hand auger borings

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Coleman Engineering Company 4 Geotechnical Investigation Report

June 14, 2023 and/or dynamic cone penetrometer tests to determine if the subgrade soils are similar to those encountered in the soil borings and appear to be suitable for support of proposed fill and structure loads. The subgrade exposed after stripping/excavation should be compacted to a minimum of ninety‐five percent (95%) of modified Proctor (ASTM D‐1557) maximum dry density prior to any backfilling or footing construction.

Engineered fill is recommended to be placed where backfill is required and should consist of sand and/or gravel with less than about ten percent (10%) by weight of fines passing the No. 200 sieve with a maximum rock size of about 4 inches. A soil meeting Michigan Department of Transportation

(MDOT) specifications for Class IIA sand would be acceptable for use as engineered fill. Fill shall be placed in lifts not exceeding about 12 inches in loose thickness compacted to a minimum of ninety‐five percent (95%) of modified Proctor (ASTM D‐1557) maximum dry density.

Pavement Areas

Full Depth Fill Removal

Ideally, full removal and replacement of undocumented fill and organic soils is recommended. If the risk of poor pavement performance is not acceptable, then we recommend that the entire depth of undocumented fill and unsuitable soil be removed and replaced in a controlled manner using an engineered fill as defined above.

All subgrade exposed after stripping and excavating should be evaluated by a geotechnical engineer or person under the direction of a geotechnical engineer. The evaluation should include shallow hand auger borings and/or dynamic cone penetrometer tests to determine if the native subgrade soils are similar to those encountered in the soil borings and suitable for support of additional fill and structure loads. Exposed subgrade should be compacted to a minimum of ninety percent (90%) of modified Proctor (ASTM D‐1557) maximum dry density.

Partial Fill Removal

If full depth removal/replacement of undocumented fill and organic soil to accommodate pavement construction is not economically feasible, partial removal may be an option. However, the owner should be aware that construction over undocumented fill and organic soil may result in large, long‐term and uneven settlement of paved areas. This settlement may result in “dishing” or

“dimpling” of the pavement surface that can trap water in puddles deep enough to create a nuisance and hazard to the parking lot users. Increased cost and frequency for maintenance of pavements constructed over these conditions should also be anticipated. The following recommendations are offered strictly to reduce the long‐term adverse effects to pavement due to

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Coleman Engineering Company 5 Geotechnical Investigation Report

June 14, 2023 the uncertainty of undocumented fill. By no means are these recommendations to be construed as complete mitigation of any settlement associated with the subsurface conditions that exist.

Further, these recommendations are not to be used for the construction of underground utilities, ancillary structures or small buildings associated with any future improvements.

With the above statement in mind, potential settlement impacts to pavements can be reduced, but not eliminated, by removing and replacing the upper 3 feet of undocumented existing fill at this site. Engineered fill placed in the upper 2 feet in car areas, the upper 3 feet in light truck areas, and the upper 4 feet in heavy truck areas should be compacted to a minimum of ninety‐five percent

(95%) modified Proctor density (ASTM D‐1557). Any fill below these depths should be compacted to a minimum of ninety percent (90%) modified. Density tests should be conducted to confirm that these densities are achieved.

Proof Rolling and Limited Removal

If no removal can be considered due to financial constraints and with a full understanding of the risks previously identified, a minimum recommendation would include a program of proof‐rolling the existing surface with a fully loaded tandem axle dump truck or similarly loaded equipment to identify soft or loose areas. Proof‐rolling should be witnessed by a representative of a qualified geotechnical engineer. Soft or loose areas should be undercut and removed to stabilize subgrade prior to placement of fill.

We recommend that the undercut materials be replaced with engineered fill as previously described. Engineered fill placed in the upper 2 feet in car and light truck areas, and the upper 3 feet in heavy truck areas should be compacted to a minimum of ninety‐five percent (95%) modified

Proctor density (ASTM D‐1557). Any fill below these depths should be compacted to a minimum of ninety percent (90%) modified. Density tests should be conducted to confirm that these densities are achieved.

Shallow Foundations

We recommend that the proposed boiler plant and propane foundations be supported on conventional spread footings founded on re‐compacted fill. Footings so supported can be proportioned for a net allowable soil bearing pressure of up to 1,500 psf. The net allowable soil bearing pressure refers to that pressure in excess of the final overburden pressure. The recommended net allowable bearing pressure can be increased by one‐third for short‐term transient type live loadings. For the recommended design soil bearing pressure, we estimate a total settlement of less than ¾ inch for column footings and for a 25‐foot span of continuous wall footing. Differential settlement is expected to approach fifty to seventy‐five percent (50 – 75%) of the total settlement for similarly sized and loaded footings.

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All perimeter footings for heated structures should extend to a minimum depth of 42 inches or below frost depth, as defined by local building codes/practice. Interior footings in heated areas can be located immediately below the floor slab. All column footings should have a minimum width of

30 inches; all continuous wall footings should have a minimum width of 16 inches. An adequate thickness of insulation is recommended on the inside face of all footing/foundation walls exposed to cold weather. Footings for unheated structures or isolated exterior footings should extend a minimum depth of 60 inches below the ground surface.

Floor Slabs

As with the footings, earth supported interior floors are recommended to be constructed on re‐ compacted fill. The exposed subgrade should be surface compacted to a minimum of ninety‐five percent (95%) of modified Proctor maximum dry density. We recommend that the base of the slab be separated from the subgrade by means of a minimum 10‐mil thick vapor barrier (Visqueen or similar). If the structure cannot accommodate curling or shrinkage of the floor, industry standards often recommend burying the vapor barrier beneath a minimum of 4 inches of free draining sand.

However, we would caution that this practice risks trapping water between the slab and vapor barrier. If required, earth supported floor slabs can be designed using a modulus of subgrade reaction of 200 pounds per square inch per inch (pci) of deflection.

Seismic Design

Based on Table 1613.5.2 of the 2006 Building Code, this site would classify as Site Class D (stiff soil profile). The geographic location of the proposed site in Iron Mountain, Michigan is generally seismically inactive. Based on our experience and knowledge of the geology of the area, liquefaction potential generated by seismic activity is extremely remote.

Lateral Loads

We recommend using the following equivalent fluid pressures and a triangular‐shaped pressure distribution for the design of any walls resisting lateral loads from soil backfill:

WALL TYPE

EQUIVALENT ACTIVE FLUID

PRESSURE

EQUIVALENT PASSIVE FLUID

PRESSURE

Restrained at top 60 pcf 300 pcf

Free to rotate at top 40 pcf 300 pcf

We recommend using a co‐efficient of base friction equal to 0.4. Backfill within 5 lateral feet of the

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Coleman Engineering Company 7 Geotechnical Investigation Report

June 14, 2023 back of the walls should consist of MDOT Class II Sand. For MDOT Class II sand, we recommend using a moist density and saturated density of 10 pounds per cubic foot and 50 pounds per cubic, respectively and a friction angle of 32˚. The backfill should be compacted to at least ninety‐five percent (95%) of modified Proctor maximum dry density. Relatively light manually‐propelled compactors should be used within five (5) feet of walls. Compactors used beyond five (5) feet should be limited in weight to 3,000 lbs.

External loads on the back of walls have not been taken into account in our recommendations.

Surcharge loads imposed by vehicle parking, construction equipment and material storage should be considered during structural design.

Where walls are adjacent to "green” areas or areas where surface water can penetrate below surface grades and at the base of retaining walls and below grade walls, a minimum 4‐inch diameter perforated flexible drainage pipe (ADS green stripe or similar) should be located behind, parallel to, and at the base of the wall/foundation. The pipe should be wrapped with filter fabric

(Mirafi 140N or similar or a graded stone filter) to prevent the migration of fines into the drainage pipe. The pipe should be routed to a safe outlet or drain.

Pavement Areas

Recommendation options provided above should be completed prior to placing aggregate base course and bituminous concrete surface materials. For the assumptions of a firm subgrade and light traffic volumes, we recommend a pavement section of 3 inches of MDOT bituminous concrete surface course and 8 inches of MDOT 22A aggregate base course for car and light truck areas. For heavy truck areas, we recommend increasing the bituminous concrete thickness to 4 inches. The aggregate base course should be compacted to ninety‐five percent (95%) modified Proctor density;

the bituminous concrete should be compacted to ninety‐two percent (92%) Theoretical Maximum

Density. Density tests should be conducted to confirm that these densities are achieved.

Underground Utility Construction

Based on the borings, the soils encountered at typical invert elevations are generally suitable for utility support. In the event that unstable soils are encountered, it may be necessary to sub‐cut these soils 1 to 3 feet (depth to be determined by field observation) and replace them with engineered fill in order to provide a stable work surface.

All trench backfill should be compacted to a minimum of ninety percent (90%) of modified Proctor maximum dry density. Trench backfill should be placed in lifts not exceeding about 12 inches in

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Coleman Engineering Company 8 Geotechnical Investigation Report

June 14, 2023 loose thickness. Excavated soils are recommended for trench backfill above the pipe bedding material if they are at or can be brought, with reasonable effort, to the moisture content optimum for compaction as defined by the modified Proctor test (ASTM D‐1557). Also, the excavated soils shall be free of chunks of frozen soil, organics, cobbles and boulders larger than about 4 inches and other deleterious materials. If this is not the case, we recommend that all excavations be backfilled with a soil recommended by a geotechnical engineer familiar with site subsurface conditions.

Backfill to at least 12 inches above the pipe crown (pipe bedding) should consist of MDOT Class II sand.

Trench spoil, heavy equipment and any type of vibrating machinery should not be permitted within a lateral distance from the top of the trench/excavation equal to 0.5 times the depth of the trench/excavation.

Caving of trench sidewalls and soils at the site should be expected to occur at any depth and without warning. All utility trenches should be cut back or braced as required to provide safe trench working conditions. Trench safety is the responsibility of the utility contractor.

Exterior Concrete Flatwork

We recommend that exterior concrete flatwork be supported on a minimum of 12 inches of engineered backfill as defined in the “Site Preparation and Grading” section compacted to a minimum of ninety‐five percent (95%) of modified Proctor maximum dry density.

Exterior concrete should be pitched to drain away from the building. Any concrete flatwork that abuts side entrances should either be supported on frost depth foundations or sufficiently depressed to prevent any frost heave from negatively impacting door openings.

Inspection and Testing

A qualified testing laboratory should be retained throughout the course of earthwork operations for testing and documentation of compliance with the recommendations of this report and related project specifications. As a guide, the following compaction testing schedule is recommended:

Area or Material To Be Tested

Recommended Minimum Testing Frequency

Native Subgrades 1 test per 2,500 sq. ft.

Engineered Fill 1 test per 2,500 sq. ft. per lift

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Coleman Engineering Company 9 Geotechnical Investigation Report

June 14, 2023

Column Footings 1‐4 tests per footing depending on footing size

Wall Footings 1 test per 25 lineal feet

Utility Trenches 1 test per 50 lineal feet per lift

Construction Considerations

We anticipate that the sidewalls of excavations to depths greater than 4 feet below surrounding grades will cave to 1 vertical to 1.5 horizontal or flatter. Excavation spoil, heavy equipment and any type of vibrating machinery should not be permitted within a lateral distance from the top of the excavation to 0.5 times the depth of the excavation. Excavation safety is the excavation contractor's responsibility.

Again, we must caution that constructing on the existing fill could result in excessive total and differential settlement to potential structures due to soft, loose, compressible or decomposable materials not encountered in the soil borings. Such settlement could result in uneven floors, cracks in the floor slabs, vertical faults in the floor slabs which may create tripping hazards, and differential settlement where exterior slabs abut the perimeter foundations. The Owner must be willing to solely accept any risk of constructing on the existing fill at this site. If the Owner is not willing to accept this risk, an alternative subsurface investigation and recommendations consisting of a deep foundation system can be provided upon request.

During construction, adequate provision should be made for proper drainage, so as to prevent erosion and possible damage to this site and adjacent property. Temporary cut slopes during construction above the water table should not exceed about 2 horizontal to 1 vertical. Post‐ construction finished slopes above the water table should not exceed about 3 horizontal to 1 vertical.

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June 14, 2023

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

Services performed by Coleman Engineering Company as part of this investigation have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering profession currently practicing under similar conditions. No other warranty, expressed or implied, is made.

Subsurface conditions between borings will probably vary from those encountered at the locations where borings have been made. The data, interpretations and recommendations contained herein are based solely on the information obtained from the six (6) soil borings completed for this study.

The conclusions and recommendations contained in this report are based on the assumption that the materials encountered in the borings represent the site conditions. If any unforeseen difficulties or unusual conditions are encountered, Coleman Engineering Company should be contacted immediately in order to make supplemental recommendations.

This report completes our present assignment for this project. As the design nears completion, we recommend that you consult with us on unanticipated problems or questions regarding the design and/or review of any plans or specifications. The work assignments for the above services are subject to your prior approval and authorization.

OUR CONCLUSIONS AND RECOMMENDATIONS ARE PREDICATED ON OBSERVATION AND TESTING

OF THE EXCAVATION AND FOUNDATION PREPARATIONS BY QUALIFIED PERSONNEL. IT WOULD BE

LOGICAL FOR COLEMAN ENGINEERING COMPANY TO PROVIDE THAT SERVICE, SINCE WE ARE BEST

ABLE TO DETERMINE IF THE CONDITIONS ENCOUNTERED MATCH THOSE USED IN OUR ANALYSES, TO DETERMINE IF MODIFICATIONS OF OUR RECOMMENDATIONS ARE NEEDED AND TO MAKE

SUCH MODIFICATIONS OF OUR RECOMMENDATIONS AS MAY BE NECESSARY. MODIFICATIONS OF

OUR RECOMMENDATIONS BY OTHERS RELIEVES US OF RESPONSIBILITY FOR THEM.

This report has been completed by Garth C. Stengard, a registered engineer in the State of Michigan.

Garth C. Stengard, P.E.

Geotechnical Engineer Registration #: 50531

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APPENDIX A

PROJECT LOCATION MAPS

Project Location Map

Boring Location Map

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APPENDIX B

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

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COLEMAN ENGINEERING COMPANY

635 Circle Drive

Iron Mountain, Michigan 49801

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

ASTM Designation: D-2487 – 83

(Based on Unified Soil Classification System)

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification

Group Group NameB Symbol

Coarse-Grained Soils More than 50 % retained on No. 200 sieve

Gravels More than 50 % of coarse fraction retained on No. 4 sieve

Clean Gravels Less than 5 % finesC

Cu > 4 and 1 < Cc < 3 E GW Well-graded gravel F

Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF

Gravels with Fines more than 12 % finesC

Fines classify as ML or MH GM Silty gravelF.G.H.

Fines classify as CL or CH GC Clayey gravelF.G.H.

Sands 50 % or more of coarse fraction passes No. 4 sieve

Clean Sands Less than 5 % finesD

Cu > 6 and 1 < Cc < 3E SW Well-graded sand

Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand l

Sands with Fines More than 12 % finesD

Fines classify as ML or MH SM Silty sandG.H.J.

Fines classify as CL or CH SC Clayey sandG.H.I.

Fine-Grained Soils 50 % or more passes the No. 200 sieve

Silts and Clays Liquid limit less than 50 inorganic Pl > 7 and plots on or above “A” lineJ CL Lean clayK.L.M.

Pl < 4 or plots below “A” lineJ ML SiltK.L.M.

organic Liquid limit – oven dried < 0.75 OL Organic clayK.L.M.N.

Liquid limit – not dried Organic siltK.L.M.O.

Silts and Clays Liquid limit 50 or more inorganic Pl plots on or above “A” line CH Fat clayK.L.M.

Pl plots below “A” line MH Elastic siltK.L.M.

organic Liquid limit – oven dried < 0.75 OH Organic clayK.L.M.P.

Liquid limit – not dried Organic siltK.L.M.Q.

Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12 % fines require dual symbols:

GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay

D Sands with 5 to 12 % fines require dual symbols:

SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

E Cu = D60/D10 (D30)

2 L If soil contains > 30 % plus No. 200, predominantly sand, add “sandy” to group name.

M If soil contains > 30 % plus No. 200, predominately gravel, add “gravelly” to group name.

N Pl > 4 and plots on or above “A” line.

O Pl < 4 or plots below “A” line.

P Pl plots on or above “A” line.

Q Pl plots below “A” line.

D10 x D60

F If soils contains > 15 % sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains > 15 % gravel, add “with gravel” to group name.

J If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29 % plus No. 200, add “with sand” or “with gravel”, whichever is predominant.

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APPENDIX C

SOIL EXPLORATION‐GENERAL NOTES AND LEGEND

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200 EAST AYER STREET - IRONWOOD, MICHIGAN 49938 (906) 932-5048

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE - IRON MOUNTAIN,…