A3-689-19-411_01_Spec_20240718.pdf

VA Connecticut Healthcare System

Project Number: 689-411

Construct New Inpatient Pharmacy

ISSUED FOR BIDDING

PROJECT MANUAL

Prepared For:

VA Connecticut Healthcare System 950 Campbell Avenue West Haven, CT 06516-2770

Prepared By:

Triple C - The A/E Group

100 Pearl Street, 14th Floor Hartford, CT 06103

Project Team:

C & S Companies MES Group, INC

07/18/202407/18/2024

Shannon Text Box NOTE: Spec 2 pdf begins with Division 1 and covers through Division 8 pg 894 of 2221

Project #: 689-411

11-01-20

00 01 10 - 1

VA CONNECTICUT HEALTHCARE SYSTEM

CONSTRUCT NEW INPATIENT PHARMACY

TABLE OF CONTENTS

SECTION 00 01 10

SECTIONS DIVISION AND SECTION TITLES DATE

DIVISION 00 — SPECIAL SECTIONS

00 01 07 Seals and Signatures 00 01 10 Table of Contents 11-2020 00 01 15 List of Drawing Sheets 06-2020 00 31 33 Subsurface Drilling and Sampling Information 00 31 33.01 GeoReport 9.10.2021 00 41 13 Bid Form

DIVISION 01 — GENERAL REQUIREMENTS

01 00 00 General Requirements 03-2020 01 00 00 General Requirements REFERENCE FROM VA MASTER 11-2021 01 32 16.15 Project Schedules (Small Projects - Design-Bid-Build) 03-2020 01 33 23 Shop Drawings, Product Data, and Samples 05-2017 01 33 24 Electronic Submittal Procedures 01 35 26 Safety Requirements 07-2020 01 42 19 Reference Standards 11-2020 01 45 00 Quality Control 05-2020 01 45 29 Testing Laboratory Services 11-2011 01 45 35 Special Inspections 03-2019 01 45 35.01 Schedule of Special Inspections Template 04-2018 01 45 35.02 Schedule of Special Inspections Template 01 57 19 Temporary Environmental Controls 01-2011 01 58 16 Temporary Interior Signage 07-2015 01 74 19 Construction Waste Management 09-2013 01 81 13 Sustainable Construction Requirements 10-2017 01 91 00 General Commissioning Requirements 10-2015

DIVISION 02 — EXISTING CONDITIONS

02 41 00 Demolition 08-2017 02 82 11 Traditional Asbestos Abatement 01-2021 02 82 11.10 WH B01 Report Final 9-16-11 02 82 13.13 Glovebag Asbestos Abatement 01-2021 02 83 33.13 Lead-Based Paint Removal and Disposal 01-2021

DIVISION 03 — CONCRETE

03 30 00 Cast-In-Place Concrete 07-2019 03 41 33 Precast Structural Pretensioned Concrete 01-2021 03 93 00 Concrete Rehabilitation

DIVISION 04 — MASONRY

04 05 13 Masonry Mortaring 10-2017 04 05 16 Masonry Grouting 02-2016 04 20 00 Unit Masonry 08-2017

DIVISION 05 — METALS

05 12 00 Structural Steel Framing 11-2018

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00 01 10 - 2

05 36 00 Composite Metal Decking 10-2015 05 40 00 Cold-Formed Metal Framing 5-2016 05 50 00 Metal Fabrications 08-2018 05 51 00 Metal Stairs 10-2015

DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES

06 10 00 Rough Carpentry 10-2017

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 11-2016 07 13 52 Modified Bituminous Sheet Waterproofing 08-2016 07 19 00 Water Repellents 07 21 13 Thermal Insulation 10-2017 07 22 00 Roof and Deck Insulation 02-2016 07 24 00 Exterior Insulation and Finish Systems 01-2021 07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 02-2016 07 40 00 Roofing and Siding Panels 10-2015 07 56 00.13 Fluid-Applied Membrane Roofing 07 60 00 Flashing and Sheet Metal 07-2014 07 71 00 Roof Specialties 10-2015 07 72 00 Roof Accessories 10-2015 07 81 00 Applied Fireproofing 10-2017 07 84 00 Firestopping 02-2016 07 92 00 Joint Sealants 10-2017 07 95 13 Expansion Joint Cover Assemblies 02-2016

DIVISION 08 — OPENINGS

08 11 13 Hollow Metal Doors and Frames 08-2016 08 14 00 Interior Wood Doors 02-2016 08 31 13 Access Doors and Frames 02-2016 08 34 23 Specialty Clean Room Doors 08 34 53 Security Doors and Frames 05-2015 08 34 59 Vault Doors and Day Gates 02-2016 08 42 29 Automatic Sliding Doors 08 44 13 Glazed Aluminum Curtain Walls 04-2020 08 56 53 Blast Resistant Windows 02-2016 08 56 59 Service and Teller Window Units 02-2016 08 56 66 Detention Window Screens 08 71 00 Door Hardware 04-2020 08 71 13 Automatic Door Operators 08-2016 08 80 00 Glazing 10-2015 08 90 00 Louvers and Vents 05-2015

DIVISION 09 — FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 02-2015 09 22 16 Non-Structural Metal Framing 06-2018 09 29 00 Gypsum Board 04-2020 09 30 13 Ceramic Porcelain Tiling 09-2015 09 51 00 Acoustical Ceilings 12-2018 09 65 13 Resilient Base and Accessories 02-2016 09 65 16 Resilient Sheet Flooring 05-2018 09 65 19 Resilient Tile Flooring 05-2018 09 91 00 Painting 01-2016

DIVISION 10 — SPECIALTIES

10 14 00 Signage 10-2015 10 22 26.13 Operable Partitions 01-2021 10 26 00 Wall and Door Protection 10-2015

11-01-20

00 01 10 - 3

10 26 41 Bullet Resistant Panels 10 28 00 Toilet, Bath, and Laundry Accessories 02-2016 10 44 13 Fire Extinguisher Cabinets 08-2018

10 56 26 MOBILE STORAGE SHELVING, MANUAL

DIVISION 11 — EQUIPMENT

11 05 12 General Motor Requirements for Equipment 11-2011 11 17 36 Package Transfer Units 02-2013 11 24 26 Safety Tie-Backs 04-2017 11 41 21 Walk-In Coolers and Freezers 01-2021 11 53 13 Laboratory Fume Hoods 05-2015 11 53 53 Biological Safety Cabinets Laminar Airflow Stations 01-2021

DIVISION 12 — FURNISHINGS

12 31 00 Manufactured Metal Casework 05-2015 12 32 00 Manufactured Wood Casework 09-2015 12 36 00 Countertops 12-2018 12 48 13 Walk-Off-Mats

DIVISION 13 — SPECIAL CONSTRUCTION

13 05 41 Seismic Restraint Requirements for Non-Structural Components 01-2014

DIVISION 14 — CONVEYING EQUIPMENT

14 92 00 Pneumatic Tube

DIVISION 21 — FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-2016 21 13 13 Wet-Pipe Sprinkler Systems 06-2015

DIVISION 22 — PLUMBING

22 05 11 Common Work Results for Plumbing 09-2020 22 05 12 General Motor Requirements for Plumbing Equipment 09-2020 22 05 19 Meters and Gauges for Plumbing Piping 09-2020 22 05 23 General-Duty Valves for Plumbing Piping 09-2020 22 07 11 Plumbing Insulation 09-2015 22 08 00 Commissioning of Plumbing Systems 11-2016 22 11 00 Facility Water Distribution 11-2019 22 11 23 Domestic Water Pumps 09-2015 22 13 00 Facility Sanitary and Vent Piping 09-2020 22 14 00 Facility Storm Drainage 09-2015 22 33 00 Electric Domestic Water Heaters 09-2020 22 40 00 Plumbing Fixtures 09-2020 22 67 19.16 Reverse-Osmosis Water Equipment 09-2015

DIVISION 23 — HEATING VENTILATING AND AIR CONDITIONING

23 05 11 Common Work Results for HVAC 02-2020 23 05 12 General Motor Requirements for HVAC and Steam Generation Equipment 02-2020 23 05 41 Noise and Vibration Control for HVAC Piping and Equipment 04-2020 23 05 93 Testing, Adjusting, and Balancing for HVAC 02-2020 23 07 11 HVAC, Plumbing, and Boiler Plant Insulation 02-2020 23 08 00 Commissioning of HVAC Systems 02-2020 23 09 23 Direct-Digital Control System for HVAC 08-2020 23 21 13 Hydronic Piping 02-2020 23 21 23 Hydronic Pumps 02-2020 23 22 13 Steam and Condensate Heating Piping 02-2020 23 22 23 Steam Condensate Pumps 04-2020 23 23 00 Refrigeration Piping 02-2020 23 31 00 HVAC Ducts and Casings 02-2020 23 34 00 HVAC Fans 02-2020

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23 36 00 Air Terminal Units 02-2020 23 37 00 Air Outlets and Inlets 02-2020 23 64 00 Packaged Water Chillers 23 73 00 Indoor Central-Station Air-Handling Units 03-2020 23 81 00 Decentralized Unitary HVAC Equipment 03-2020 23 82 16 Air Coils 03-2020

DIVISION 25 — INTEGRATED AUTOMATION

NOT USED

DIVISION 26 — ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-2016 26 05 13 Medium-Voltage Cables 26 05 19 Low-Voltage Electrical Power Conductors and Cables 01-2017 26 05 26 Grounding and Bonding for Electrical Systems 01-2017 26 05 33 Raceway and Boxes for Electrical Systems 01-2018 26 05 41 Underground Electrical Construction 01-2017 26 05 73 Overcurrent Protective Device Coordination Study 01-2018 26 08 00 Commissioning of Electrical Systems 11-2016 26 09 23 Lighting Controls 01-2018 26 12 19 Pad-Mounted, Liquid-Filled, Medium-Voltage Transformers 26 22 00 Low-Voltage Transformers 01-2018 26 24 16 Panelboards 01-2018 26 25 11 Busways 01-2017 26 27 26 Wiring Devices 01-2018 26 29 11 Motor Controllers 01-2018 26 29 21 Enclosed Switches and Circuit Breakers 01-2017 26 36 23 Automatic Transfer Switches 01-2017 26 41 00 Facility Lightning Protection 01-2017 26 43 13 Surge Protective Devices 012017 26 51 00 Interior Lighting 01-2018 26 56 00 Exterior Lighting 01-2018

DIVISION 27 — COMMUNICATIONS

27 05 11 Requirements for Communications Installations 06-2015 27 05 26 Grounding and Bonding for Communications Systems 06-2015 27 05 33 Raceways and Boxes for Communications Systems 10-2018 27 08 00 Commissioning of Communications Systems 11-2016 27 10 00 Control, Communication and Signal Wiring 06-2015 27 11 00 Communications Equipment Room Fittings 06-2015 27 15 00 Communications Structured Cabling 01-2016

27 51 16 PUBLIC ADDRESS AND MASS NOTIFICATION SYSTEMS

27 51 23 Intercommunications and Program Systems 06-2015 27 52 41 Miscellaneous Medical Systems 06-2015

DIVISION 28 — ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 04-2018 28 05 13 Conductors and Cables for Electronic Safety and Security 10-2018 28 05 26 Grounding and Bonding for Electronic Safety and Security 09-2011 28 05 28.33 Conduits and Backboxes for Electronic Safety and Security 09-2011 28 08 00 Commissioning of Electronic Safety and Security Systems 11-2016

28 13 00 PHYSICAL ACCESS CONTROL SYSTEM

28 16 00 Intrusion Detection System 10-2011 28 23 00 Video Surveillance 09-2011 28 26 00 Electronic Personal Protection System 09-2011 28 31 00 Fire Detection and Alarm 10-2011

DIVISION 31 — EARTHWORK

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00 01 10 - 5

31 20 00 Earthwork 07-2016 31 23 19 Dewatering 10-2012 31 23 23.33 Flowable Fill 10-2012 31 63 26 Drilled Caissons 10-2012

DIVISION 32 — EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-2016 32 12 16 Asphalt Paving 09-2015 32 90 00 Planting 09-2016

DIVISION 33 — UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-2016 33 10 00 Water Utilities 03-2017 33 30 00 Sanitary Sewer Utilities 06-2013 33 40 00 Storm Sewer Utilities 12-2017 33 46 13 Foundation Drainage 10-2011 33 51 00 Natural-Gas Distribution 10-2011 33 63 00 Steam Energy Distribution 09-2017

DIVISION 34 — TRANSPORTATION

NOT USED

DIVISION 35 — WATERWAY AND MARINE

NOT USED

DIVISION 40 — PROCESS INTERCONNECTIONS

NOT USED

DIVISION 41 — MATERIAL PROCESSING AND HANDLING EQUIPMENT

NOT USED

DIVISION 42 — PROCESS HEATING, COOLING, AND DRYING EQUIPMENT

NOT USED

DIVISION 43 — PROCESS GAS AND LIQUID HANDLING, PURIFICATION AND

STORAGE EQUIPMENT

NOT USED

DIVISION 44 — POLLUTION AND WASTE CONTROL EQUIPMENT

NOT USED

DIVISION 45 — INDUSTRY-SPECIFIC MANUFACTURING EQUIPMENT

NOT USED

DIVISION 46 — WATER AND WASTEWATER EQUIPMENT

NOT USED

DIVISION 48 — ELECTRICAL POWER GENERATION

NOT USED

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Project #: 689-411 06-01-20

List of Drawing Sheets

00 01 15 - 1

SECTION 00 01 15

LIST OF DRAWING SHEETS

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

Drawing No. Title

GENERAL

GI000 COVER SHEET

GI001 DRAWING INDEX

PROGRAMMING / CHARRETTE

G-200 DESIGN PLAN - FIRST FLOOR - INPATIENT

G-201 DESIGN PLAN - SECOND FLOOR - MECH AND FUTURE

GENERAL

GI020 GENERAL LEED CERTIFICATION

GI021 GENERAL LEED CERTIFICATION

GI050 GENERAL NOTES

GI100 LIFE SAFETY – UTILITY TUNNEL

GI101 LIFE SAFETY - FIRST FLOOR

GI102 LIFE SAFETY - SECOND FLOOR

GI301 INFECTION CONTROL PLAN & INTERIM LIFE

GI400 PHASING AND CONSTRUCTION AREA

GI401 DEDUCTIVE ALTERNATE PLANS FIRST AND SECOND FLOOR

GI402 ACTIVATION

GI403 ACTIVATION MANAGEMENT / WORKSTATION TRACKING

HAZARDOUS

H-101 ASBESTOS ABATEMENT PLAN - FIRST FLOOR

CIVIL

VF101 CIVIL - SITE SURVEY PLAN

VF102 CIVIL - SITE SURVEY PLAN REFERENCE VIEWS

CD101 CIVIL - DEMOLITION PLAN

CS101 CIVIL - SITE PLAN

CG101 CIVIL - GRADING PLAN

CG501 CIVIL - GRADING DETAILS 1

CG502 CIVIL - GRADING DETAILS 2

CU101 CIVIL - UTILITY PLAN

CU102 CIVIL – UTILITY PLAN FOUNDATION DRAIN

CU201 CIVIL – STORM DRAIN PLAN & PROFILE

CU501 CIVIL - UTILITY DETAILS

STRUCTURAL

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES CONTINUED

S-003 SPECIAL INSPECTIONS

Project #: 689-411 06-01-20

List of Drawing Sheets

00 01 15 - 2

S-010 LIVE LOAD DIAGRAMS

S-011 SNOW LOAD DIAGRAMS

S-020 DEDUCTIVE ALTERNATE #2 FOUNDATION PLAN - FIRST FLOOR

S-021 DEDUCTIVE ALTERNATE #2 FRAMING PLAN - SECOND FLOOR

S-022 DEDUCTIVE ALTERNATE #3 FOUNDATION PLAN - FIRST FLOOR

S-023 DEDUCTIVE ALTERNATE #3 FRAMING PLAN - SECOND FLOOR

S-024 DEDUCTIVE ALTERNATE #4 FOUNDATION PLAN - FIRST FLOOR

S-025 DEDUCTIVE ALTERNATE #4 FRAMING PLAN - SECOND FLOOR

S-101 STRUCTURAL FOUNDATION PLAN - FIRST FLOOR - OVERALL

S-101A STRUCTURAL FOUNDATION PLAN - FIRST FLOOR - AREA A

S-101B STRUCTURAL FOUNDATION PLAN - FIRST FLOOR - AREA B

S-102 STRUCTURAL FRAMING PLAN - LOW ROOF AND SECOND FLOOR - OVERALL

S-102A STRUCTURAL FRAMING PLAN - LOW ROOF AND SECOND FLOOR - AREA A

S-102B STRUCTURAL FRAMING PLAN - LOW ROOF AND SECOND FLOOR - AREA B

S-103 STRUCTURAL HIGH ROOF FRAMING PLAN - OVERALL

S-103A STRUCTURAL HIGH ROOF FRAMING PLAN - AREA A

S-103B STRUCTURAL HIGH ROOF FRAMING PLAN - AREA B

S-201 MOMENT FRAME ELEVATIONS

S-301 SECTIONS

S-302 SECTIONS

S-303 SECTIONS

S-401 ENLARGED PARTIAL FOUNDATION PLANS

S-402 ENLARGED PARTIAL FOUNDATION PLANS

S-403 ENLARGED PARTIAL FRAMING PLANS

S-501 TYPICAL CONCRETE DETAILS

S-502 TYPICAL CONCRETE DETAILS

S-503 TYPICAL CONCRETE DETAILS

S-504 TYPICAL DETAILS

S-505 TYPICAL STEEL DETAILS

S-506 TYPICAL CONCRETE DETAILS

S-507 TYPICAL MASONRY DETAILS

S-508 TYPICAL MASONRY DETAILS

S-510 FOUNDATION DETAILS

S-511 FOUNDATION DETAILS

S-520 FRAMING DETAILS

S-521 FRAMING DETAILS

S-522 FRAMING DETAILS

S-523 FRAMING DETAILS

S-530 MASONRY FRAMING DETAILS

S-601 SCHEDULES

S-602 SCHEDULES

ARCHITECTURAL

A-001 ARCHITECTURAL SYMBOLS, & GENERAL NOTES

AD101 ARCHITECTURAL FIRST FLOOR DEMOLITION PLAN

A-100 ARCHITECTURAL UTILITY TUNNEL PLAN & DETAILS

A-101 ARCHITECTURAL FLOOR PLAN - FIRST FLOOR - OVERALL

Project #: 689-411 06-01-20

List of Drawing Sheets

00 01 15 - 3

A-101A ARCHITECTURAL FLOOR PLAN - FIRST FLOOR - AREA A

A-101B ARCHITECTURAL FLOOR PLAN - FIRST FLOOR - AREA B

A-102 ARCHITECTURAL FLOOR PLAN - SECOND FLOOR - OVERALL

A-103 ARCHITECTURAL ROOF PLAN

A-104 ARCHITECTURAL PNEUMATIC TUBE SYSTEM

AC101 ARCHITECTURAL REFLECTED CEILING PLANS - FIRST FLOOR OVERAL AND PARTIAL SECOND

FLOOR

AC101A ARCHITECTURAL REFLECTED CEILING PLAN - FIRST FLOOR ENLARGED PLANS

AC102 ARCHITECTURAL REFLECTED CEILING PLAN – DEDUCT ALTERNATE RCPS

A-201 ARCHITECTURAL - EXTERIOR ELEVATIONS

A-203 ARCHITECTURAL - PERSPECTIVES – BUILDING

A-204 ARCHITECTURAL - EXTERIOR ELEVATIONS - ALTERNATES

A-301 ARCHITECTURAL - SECTIONS - BUILDING

A-302 ARCHITECTURAL - SECTIONS - BUILDING

A-351 ARCHITECTURAL - SECTIONS - EXTERIOR WALL

A-352 ARCHITECTURAL - SECTIONS - EXTERIOR WALL

A-353 ARCHITECTURAL - SECTIONS - EXTERIOR/INTERIOR WALL

A-354 ARCHITECTURAL - SECTIONS - EXTERIOR WALL

A-401 ARCHITECTURAL - ENLARGED VIEWS

A-402 ARCHITECTURAL - ENLARGED VIEWS

A-403 ARCHITECTURAL - ENLARGED VIEWS

A-404 ARCHITECTURAL - ENLARGED VIEWS

A-420 ARCHITECTURAL - STAIR DRAWINGS

A-421 ARCHITECTURAL - STAIR AND RAMP DRAWINGS

A-422 ARCHITECTURAL - STAIR DETAILS

A-501 ARCHITECTURAL - PLAN DETAILS - EXTERIOR

A-510 ARCHITECTURAL - ROOF DETAILS

A-551 ARCHITECTURAL - CASEWORK DETAILS

A-571 ARCHITECTURAL - CEILING DETAILS

A-600 ARCHITECTURAL - DOOR SCHEDULE AND ELEVATIONS

A-601 ARCHITECTURAL - WINDOW AND LOUVER SCHEDULES AND ELEVATIONS

A-602 ARCHITECTURAL - EXTERIOR DOOR & WINDOW DETAILS

A-720 ARCHITECTURAL - STANDARD PARTITION TYPES

A-721 PARTITION HEAD DETAILS

A-722 PARTITION FRAMING DETAILS

A-730 ARCHITECTURAL - TYPICAL MOUNTING HEIGHTS

ARCHITECTURAL SIGNAGE

AW001 ARCHITECTURAL SIGNAGE DETAILS, ABBREVIATIONS, SYMBOLS, GENERAL NOTES AND

SCHEDULE

AW101 ARCHITECTURAL SIGNAGE PLAN - FIRST AND SECOND FLOOR

INTERIORS

IN001 INTERIOR GENERAL NOTES, SYMBOLS, ABBREVIATIONS AND FINISH BOARDS

IN101 INTERIOR FINISH PLANS - OVERALL

IN101A INTERIOR FINISH PLAN - FIRST FLOOR - AREA A

IN101B INTERIOR FINISH PLAN - FIRST FLOOR - AREA B

Project #: 689-411 06-01-20

List of Drawing Sheets

00 01 15 - 4

IN501 INTERIOR FINISH DETAILS

IN601 INTERIOR FINISH LEGEND AND ROOM FINISH SCHEDULE

IN901 INTERIOR RENDERINGS

FURNITURE

IF101 INTERIOR FURNITURE PLAN - FIRST FLOOR OVERALL

IF101A INTERIOR FURNITURE PLAN - FIRST FLOOR - AREA A

IF101B INTERIOR FURNITURE PLAN - FIRST FLOOR - AREA B

EQUIPMENT

Q-001 EQUIPMENT PLAN - EXISTING

Q-101 EQUIPMENT PLAN - FIRST FLOOR - OVERALL

Q-101A EQUIPMENT PLAN - FIRST FLOOR - AREA A

Q-101B EQUIPMENT PLAN - FIRST FLOOR - AREA B

Q-102 HIGH DENSITY STORAGE EQUIPMENT DRAWINGS

Q-601 EQUIPMENT SCHEDULE

REFERENCE

RJ921 ARCHITECTURE - CUTSHEETS - BASIS OF DESIGN

RJ922 ARCHITECTURE - CUTSHEETS - BASIS OF DESIGN

RJ923 ARCHITECTURE - CUTSHEETS - BASIS OF DESIGN

RJ924 ARCHITECTURE - CUTSHEETS - BASIS OF DESIGN

FIRE PROTECTION

FX001 FIRE PROTECTION NOTES AND LEGEND

FX100 FIRE PROTECTION FLOOR PLAN- UTILITY TUNNEL

FX101 FIRE PROTECTION FLOOR PLAN - FIRST FLOOR

FX102 FIRE PROTECTION FLOOR PLAN - SECOND FLOOR

FX200 FIRE PROTECTION CEILING PLAN - UTILITY TUNNEL

FX201 FIRE PROTECTION CEILING PLAN - FIRST AND SECOND FLOOR

FX401 FIRE PROTECTION DEDUCTIVE ALTERNATE PLANS - FIRST FLOOR

PLUMBING

P-001 PLUMBING NOTES AND LEGEND

P-002 PLUMBING SCHEDULES

PS100 PLUMBING SITE PLAN - DEMOLITION

PS101 PLUMBING SITE PLAN - RENOVATION

PP100 PLUMBING FLOOR PLAN - UTILITY TUNNEL

PP101.1 PLUMBING FLOOR PLAN - FIRST FLOOR SANITARY

PP101.2 PLUMBING FLOOR PLAN - FIRST FLOOR DOMESTIC WATER

PP101.3 PLUMBING FLOOR PLAN - FIRST FLOOR STORM DRAINAGE

PP102 PLUMBING FLOOR PLAN - SECOND FLOOR AND ROOF

PP401 PLUMBING DEDUCTIVE ALTERNATE PLANS - FIRST FLOOR

PP402 PLUMBING DEDUCTIVE ALTERNATE PLANS - FIRST FLOOR

PW301 PLUMBING ISOMETRIC - WASTE AND VENT

PW302 PLUMBING ISOMETRIC - STORM DRAINAGE

PW303 PLUMBING ISOMETRIC - DOMESTIC WATER

Project #: 689-411 06-01-20

List of Drawing Sheets

00 01 15 - 5

P-501 PLUMBING DETAILS

MECHANICAL

M-001 MECHANICAL NOTES AND LEGEND

M-002 MECHANICAL SCHEDULES

M-003 MECHANICAL SCHEDULES

MD100 MECHANICAL SITE PLAN - DEMOLITION

MH100 MECHANICAL FLOOR PLAN - UTILITY TUNNEL

MH101 MECHANICAL FLOOR PLAN - FIRST FLOOR

MH102 MECHANICAL FLOOR PLAN - SECOND FLOOR

MH201 MECHANICAL AIRFLOW PLAN - FIRST FLOOR

MH202 MECHANICAL CONTROL DEVICE PLAN - FIRST FLOOR

MH401 MECHANICAL ENLARGED PLANS

MH411 MECHANICAL DEDUCTIVE ALTERNATE PLANS - FIRST FLOOR

MP101 MECHANICAL PIPING PLAN - FIRST FLOOR

M-501 MECHANICAL DETAILS

M-502 MECHANICAL DETAILS

M-503 MECHANICAL DETAILS

M-601 MECHANICAL CONTROLS

M-602 MECHANICAL CONTROLS

ELECTRICAL

E-001 ELECTRICAL NOTES AND LEGEND

ES100 ELECTRICAL OVERALL SITE PLAN

ES101 ELECTRICAL ENLARGED SITE POWER PLAN

ES102 ELECTRICAL SITE TELECOMM DISTRIBUTION PLAN

ES103 ELECTRICAL SITE LIGHTING PLAN

EL101 ELECTRICAL LIGHTING PLAN - FIRST FLOOR

EL102 ELECTRICAL LIGHTING PLAN - SECOND FLOOR

EP101 ELECTRICAL POWER PLAN - FIRST FLOOR

EP102 ELECTRICAL POWER PLAN - SECOND FLOOR

EP103 ELECTRICAL POWER PLAN - ROOF

ET101 ELECTRICAL TELECOMMUNICATION PLAN - FIRST FLOOR

ET102 ELECTRICAL TELECOMMUNICATION - SECOND FLOOR

EY101 ELECTRICAL AUXILIARY SYSTEM PLAN - FIRST FLOOR

EY102 ELECTRICAL AUXILIARY SYSTEM PLAN - SECOND FLOOR

EF100 ELECTRICAL FIRE ALARM PLAN - TUNNEL

EF101 ELECTRICAL FIRE ALARM PLAN - FIRST FLOOR

EF102 ELECTRICAL FIRE ALARM PLAN - SECOND FLOOR

EF103 ELECTRICAL FIRE ALARM RISER AND DETAILS

EJ101 ELECTRICAL LIGHTNING PROTECTION PLAN

E-401 ENLARGED ELECTRICAL DEDUCTIVE ALTERNATE #2 PLANS - FIRST FLOOR

E-402 ENLARGED ELECTRICAL DEDUCTIVE ALTERNATE #3 PLANS - FIRST FLOOR

E-403 ENLARGED ELECTRICAL DEDUCTIVE ALTERNATE #4 PLANS - FIRST FLOOR

E-404 ENLARGED ELECTRICAL PLANS

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL DETAILS

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List of Drawing Sheets

00 01 15 - 6

E-601 ELECTRICAL ONE-LINE DIAGRAM

E-602 ELECTRICAL SCHEDULES

E-603 ELECTRICAL SCHEDULES

Subsurface Drilling and Sampling Information

00 31 33 - 1

SECTION 00 31 33

SUBSURFACE DRILLING AND SAMPLING INFORMATION

PART 1 - GENERAL

1.1 GEOTECHNICAL REPORT

A. Geotechnical Report dated September 10, 2021 has been prepared by Terracon for VACHS West Haven, Connecticut . 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. Copies of report are on file and may be reviewed at office of testing laboratory and VA Medical Center and attached to this section.

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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REPORT C OVER PAGE

Geotechnical Engineering Report

VACHS West Haven Pharmacy Addition

West Haven, Connecticut

September 10, 2021

Terracon Project No. J2205067

Prepared for:

Triple C – The A&E Group

Laramie, WY

Prepared by:

Terracon Consultants, Inc.

Rocky Hill, Connecticut

Terracon Consultants, Inc. 201 Hammer Mil l Road Rocky Hil l , CT 06067

P (860) 721 1900 F (860) 721 1939 terracon.com

REPORT C OVER LETTER TO SIGN

Triple C – The A&E Group

410 Grand Avenue, Suite 201C

Laramie, WY 82070

Attn: Mr. Mat Perkins, AIA – Vice President

P: (307) 460 2054

E: mat.perkins@triplecaeg.com

Re: Geotechnical Engineering Report

VACHS West Haven Pharmacy Addition

950 Campbell Avenue

West Haven, Connecticut

Terracon Project No. J2205067

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. PJ2205067 dated July

13, 2021 (revised). This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs 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.

James H. Flynn, P.E. Erich L. Christiansen, P.E. (NJ)

Department Manager Principal

Shengkai Tu, P.E. (DE, MD, NJ, NY, PA)

Senior Geotechnical Engineer

Responsive ■ Resourceful ■ Reliable 1

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

SEISMIC CONSIDERATIONS

FLOOR SLABS

FROST CONSIDERATIONS

GENERAL COMMENTS

FIGURES

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

GeoReport 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

PHOTOGRAPHY LOG

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/

Responsive ■ Resourceful ■ Reliable 1

INTRODUCTION

Geotechnical Engineering Report

VACHS West Haven Pharmacy Addition

950 Campbell Avenue

West Haven, Connecticut Terracon Project No. J2205067

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed pharmacy addition to be located on the campus of Veterans

Affairs Medical Center (VAMC) West Haven at 950 Campbell Avenue in West Haven, Connecticut. The VAMC is a part of Veterans Affairs Connecticut Healthcare System (VACHS).

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil and rock conditions ■ Foundation design and construction

■ Groundwater conditions ■ Floor slab design and construction

■ Site preparation and earthwork ■ Seismic site classification

■ Excavation considerations ■ Frost considerations

■ Dewatering considerations ■ LPile parameters

The geotechnical field Scope of Services for this project included the advancement of four (4) test borings to depths ranging from approximately 18.0 to 31.0 feet below existing site grades.

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

Plan sections, respectively. The results of laboratory testing performed on soil and rock samples obtained from the site during the field exploration are included on the boring logs and/or as separate graphs in the Exploration Results section.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The project is located at 950 Campbell Avenue in West Haven, Connecticut.

The proposed construction site selected will be located between the existing buildings B1 and B6, in the in-field area. Approximate latitude and longitude of the lot are 41.2828° N 72.9600° W. See Site Location

VACHS West Haven Pharmacy Addition ■ West Haven, Connecticut

September 10, 2021 ■ Terracon Project No. J2205067

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Item Description

Existing

Improvements

The project site is currently occupied by a one-story building in the VA West

Haven Medical Campus.

Current Ground

Cover Concrete walkway and landscape grass.

Existing Topography The site is at approximate elevation (El) of 110 feet (NAVD88).

Geology Fill overlying glacial till and bedrock.

We also collected photographs at the time of our field exploration program. Representative photos are provided in our Photography Log.

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information Provided

■ West Haven VAMC Construct New Inpatient Pharmacy Schematic

Design Submission (35%), 10/05/2020

■ Meeting minutes

■ Schedule, 10/09/2020

■ Structural Elevations Coordination Sections, 8/25/2021

■ Electrical Site Plan, 8/11/2021

Project Description

The existing inpatient pharmacy has an IV room that was built approximately three years ago that does not meet USP 797 or USP 800 standards. The Capital Asset Inventory (CAI) database indicates a lack of about 6,100 square feet (S.F.) of inpatient pharmacy space.

The project expands First Floor of building B1 to create an inpatient pharmacy space to provide ward stock in clinics, outpatient support after

5pm, emergency room, operating room, all procedural areas, and all inpatient areas.

Proposed Structure The project is for a two-story building addition.

Building Construction Steel frame and/or reinforced concrete

Finished Floor Elevation El 110.88 feet

Maximum Loads Design criteria are provided in Construct New Inpatient Pharmacy

Schematic Design Submission 35% Submittal, Section Three.

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Grading/Slopes

A final site grading plan is not available at the time of this report; however, final grade and slope angles are expected to remain the same or minor cut and fill. We assume site grading cuts and fills will be on the order of 10 feet or less.

Below-Grade Structures None planned

Free-Standing Retaining

Walls

Unknown; however, retaining walls are not expected as part of site development to achieve final grades.

Anticipated Foundation

System Cast-In-Place concrete spread foundations and drilled caissons

Estimated Start of

Construction 2021/2022

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the

Exploration Results section and the GeoModel can be found in the Figures section of this report.

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 Fill

Poorly graded to well graded sand with silt, silty sand, trace to with gravel, occasional to frequent cobbles and boulders, brick and asphalt fragments, brown to red-brown

2 Glacial Till Silty Sand (SM), trace to with gravel, occasional to frequent cobbles and boulders, brown, dense to very dense

3 Bedrock SCHIST, hard, slightly weathered to unweathered, gray, Poor to

Good RQD

Specific attention should be directed to the conditions of fill materials (Model Layer 1) encountered to depths of 6 to 12 feet in our study. These materials will need to be addressed as per the recommendations outlined in the Earthwork section below.

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Bedrock

Bedrock was encountered in all test borings, and cored in two of the four test borings, with depths ranging from 18 to 25 feet below grade. The bedrock is classified as a gray schist with moderate to slight fracturing and poor to good Rock Quality Designation (RQD), as presented in the following table:

Soil Boring ID Bedrock Depth Below Grade (feet) RQD / Depth Below Grade (feet)

B-1 21.0 43% / 21.0 to 26.0

88% / 26.0 to 31.0

B-2

18.0 N/A

B-3 18.0 52% / 18.0 to 23.0

B-4

25.0 N/A

1. Bedrock core was not obtained.

Groundwater Conditions

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

Boring Number Approximate Depth to Groundwater

1.2 (feet)

While Drilling

B-1 14.0

B-2 15.0

B-3 15.0

B-4 15.0

1. Below ground surface

2. Water added for drilling and coring prior to completion of borehole.

Groundwater was observed in all test borings within the depth of exploration. It is believed that the groundwater is approximately between 14 and 15 feet below grade at the time of field operation. Groundwater level may not be accurate due to water added for drilling or coring prior to completion of borehole. It should be considered that 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. If groundwater was encountered during any

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GEOTECHNICAL OVERVIEW

Below the topsoil, subsurface conditions generally consist of relatively thick layer of fill overlying glacial till, which is in turn underlain by bedrock. The fill material is not suitable in its current state for direct support of foundations, and will need to be either removed and replaced with structural fill or bypassed with a deep foundation system.

As presented in Exploration Results, fill consisting of poorly graded to well graded sand with silt and silty sand with gravel, were encountered in all test borings generally ranging from 6.0 to 12.0 feet in thickness. In general, the fill also contains varying amounts of cobbles, boulders, bituminous concrete, and bricks. The glacial till deposits were encountered below the fill to the maximum depth of 25.0 feet below existing grade in boring B-4. The glacial till deposits consist of dense to very dense silty sand with varying amounts of gravel, cobbles and boulders. The glacial till is underlain by weathered to competent schist bedrock.

We believe the proposed 2-story pharmacy addition may be supported on a shallow spread foundation system bearing on undisturbed native glacial till deposits or structural fill / lean concrete as presented in the Shallow Foundation section of this report. Because the proposed finished grade of the pharmacy addition will be approximately at the 2nd floor grade of building B1, the shallow foundation of the proposed pharmacy addition adjacent to building B1 will be required to be extended to the depth of the existing foundation of building B1, which will result in excessive overexcavation to construct the shallow foundation adjacent to building B1. Otherwise, additional evaluation and analysis will be required to ensure that the wall of building B1 will sustain the lateral load from the shallow foundation of the pharmacy addition. The proposed 2-story pharmacy addition will be surrounded by existing buildings B1, B2, B5, B6, and adjacent to an existing courtyard.

The proposed construction area is expected to be constrained and limited. With a preliminary evaluation of shallow versus deep foundations, it’s believed a deep foundation system may have the benefits for this pharmacy addition. The Deep Foundations section presents the option of using drilled shafts for support of the addition on Schist bedrock.

The effective site drainage should be completed early in the construction sequence and maintained after construction to avoid potential issues. If possible, the grading should be performed during the warmer and drier times of the year. If grading is performed during the winter months, an increased risk for possible undercutting and replacement of unstable subgrade will persist. Additional site preparation recommendations, including fill placement, are provided in the

Earthwork section. The Floor Slabs section addresses slab-on-grade support of the first floor of the pharmacy addition.

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The General Comments section provides an understanding of the report limitations.

EARTHWORK

Earthwork is anticipated to include removal of existing concrete walkway, landscape, 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 and floor slabs.

Site Preparation

Prior to earthwork operations, vegetation, concrete walkway, and abandoned subsurface structures, if present, should be removed in their entirety from the construction area. Underground utilities that are to remain in-service should be re-located as necessary. Topsoil and existing concrete slabs encountered within the construction area should be stripped within, as well as 5 feet beyond the limits of the proposed construction after the removal and relocation of utilities.

The topsoil is not suitable for reuse as structural fill/backfill and should be disposed in a suitable manner. Alternately, the topsoil could be reused onsite in future landscaped areas.

Assuming shallow foundation are selected for this project, the existing fill materials are not suitable to support the foundation. The fill should be removed completely and replaced with structural fill or lean concrete as recommended in Shallow Foundation section. The fill should be removed at least one foot below grade and replaced with Structural for the floor slabs as recommended in Floor Slabs section. Since the underlying glacial till is the intended bearing stratum for the foundation, as discussed later in this report, it should be left to the discretion of the contractor to decide when the fill is to be removed in the construction sequence. The contractor could either selectively remove the existing fill and construct the shallow foundations, then remove at least one feet below grade within the slab area. Regardless, the construction sequencing must allow the foundations to be established within the glacial till to take advantage of the higher bearing capacity provided by the glacial till.

The exposed glacial till subgrade within the foundation area and the existing fill within the floor slab area should be proofrolled with an adequately loaded vehicle such as a fully-loaded tandem-axle dump truck or a vibratory drum compactor with a minimum static weight of 10 tons, or other similar heavy construction equipment. Site access and relatively small work zone are the expected challenges during construction, therefore, proofrolling and/or compaction using above-mentioned truck or equipment may become infeasible. The Contractor should minimize any possibility of disturbance to the subgrade and utilize compatible equipment with more passes to achieve compaction requirements. With such compaction efforts, the Geotechnical Engineer or his qualified representative should monitor the compaction operations. Excessively wet or dry material should either be removed or moisture conditioned and recompacted. Soft areas that

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Engineer as well.

Existing Fill

As noted in Geotechnical Characterization, all four test borings encountered existing fill to depths ranging from about 6 to 12 feet below grade. The fill appears to have been placed in a controlled manner, but we have no records to indicate the degree of control. Support of footings and floor slabs on or above existing fill soils, is discussed in this report. However, even with the recommended construction procedures, there is 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.

If the owner elects to construct the floor slabs on the existing fill, the following protocol should be followed. Once the planned grading has been completed, the area should be undercut at least one foot within the building area and 5 feet beyond the lateral limits of the building area. Once materials have been removed, the entire area should be proofrolled with heavy, rubber tire construction equipment, to aid in delineating areas of soft or otherwise unsuitable soil. Once unsuitable materials have been remediated, and the subgrade has passed the proofroll test, the existing and undocumented fill that was removed can be evaluated for reuse as structural fill.

Re-Use of Existing Fill

Based on our laboratory results, it is our opinion the existing fill may be selectively reused as

General and/or Structural Fill, provided it is free of deleterious material and is close to meeting our gradation requirements presented below. Reused material must be placed at moisture contents suitable for compaction purposes and be compacted to the densities recommended below. Unsuitable materials such as wood, cobbles, boulders, and deleterious material should be culled from the material prior to reuse.

Fill Material Types

Fill required to achieve design grade should be classified as Structural Fill and General Fill. For this project, Structural Fill is material used below the at-grade floor slab and sidewalks. General fill is material used to achieve grade outside of these areas. Earthen materials used for structural and general fill should meet the following material property requirements:

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Fill Type

Connecticut State Department of

Transportation (CTDOT) Item Application

Structural Fill

(Granular Fill) M.02.01 (Grade

A) – Granular Fill backfill for foundation walls, fill below floor slabs, replacement of unstable material in foundation

General Fill

M.02.01 (Grade B) – Reclaimed

Miscellaneous Aggregate

M.02.04 – Gravel Shoulders

(Grade A)

(Upper 3 inches – Grade C) landscape

Pervious Structural

Backfill M.02.05

– Pervious Structural Fill area adjacent to structures

Free-Draining Materials M.02.07

– Free-Draining

Materials drainage

1. 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 the Geotechnical Engineer for evaluation prior to use on this site.

2. Structural Fill - CTDOT gradation:

Gradation

Sieve Size A B C

5 100

3 ½ 100 90-100

1 ½ 55-100 55-95 100

¾ 45-80

¼ 25-60 25-60 25-60

No. 10 15-45 15-45 15-45

No. 40 5-25 5-25 5-25

No. 100 0-10 0-10 0-10

No. 200 0-5 0-5 0-5

3. Pervious structure backfill shall consist of broken or crushed stone, broken or crushed gravel, or reclaimed miscellaneous aggregate containing no more than 2% by weight of asphalt cement or mixtures thereof.

4. Free-draining material shall consist of sand, gravel, rock fragments, quarry run stone, broken stone, reclaimed miscellaneous aggregate containing no more than 2% by weight of asphalt cement or mixtures thereof. This material shall not have more than 70% by weight passing the No. 40 sieve and not more than

10% by weight passing the No. 200 sieve.

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Fill Compaction Requirements

Structural and general fill should meet the following compaction requirements.

Item Structural Fill General Fill

Maximum Fill Layer

Thickness

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

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

Minimum

Compaction

Requirements

At least 95% of the maximum dry density as determined by ASTM D1557, Method C

95% of maximum dry density as determined by ASTM D698

Water Content

Range

Granular: ±2% of optimum As required to achieve minimum compaction requirements

1. Maximum density and optimum water content as determined by the standard Proctor test (ASTM D698 or

D1557). We recommend testing fill for moisture content and compaction during placement. If the results of 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.

Utility Trench Backfill

Utility trenches are a common source of water infiltration and migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches, which could migrate below the building. The trench should provide an effective trench plug that extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious flowable fill or low permeability clay. The trench plug material should be placed to surround the utility line. If used, the clay trench plug material should be placed and compacted to comply with the water content and compaction recommendations for structural fill stated previously in this report.

Grading and Drainage

All grades must provide effective drainage away from the pharmacy addition first floor level during and after construction and should be maintained throughout the life of the structure. Water retained next to the building can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential lowest level slab, and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building or tied into the storm drainage system.

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Exposed ground should be sloped and maintained at a minimum 5% away from the building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building construction and landscaping have been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure’s maintenance program. Where paving or flatwork abuts the structure, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration.

Earthwork Construction Considerations

Excavations for the proposed structure are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction.

The groundwater table could affect overexcavation efforts, especially for over-excavation and replacement of lower strength soils. A temporary dewatering system consisting of sumps with pumps could be necessary to achieve the recommended depth of over-excavation.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

Construction Observation and Testing

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

Monitoring should include documentation of adequate removal of vegetation and topsoil, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.

Each layer of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the Geotechnical Engineer prior to placement of additional lifts. Each layer of fill

Responsive ■ Resourceful ■ Reliable 11 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.

In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical

Engineer should prescribe mitigation options.

In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes.

SHALLOW FOUNDATIONS

If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations.

Design Parameters – Compressive Loads

Item Description

Maximum Net Allowable Bearing pressure 1, 2

Native undisturbed soils – 5,000 pounds per square foot

(psf)

Structural Fill – 3,000 psf

Required Bearing Stratum

Footings – native undisturbed soils (dense to very dense glacial till deposits or lean concrete over glacial till)

Floor slabs – structural fill

Minimum Foundation Dimensions Columns: 30 inches

Continuous: 18 inches

Ultimate Passive Resistance

(equivalent fluid pressures)

390 pounds per cubic foot (pcf) – Structural Fill

460 pcf – Native undisturbed soils

Ultimate Coefficient of Sliding Friction

0.55 (Native undisturbed soils)

Minimum Embedment below

Finished Grade

42 inches

Estimated Total Settlement from

Structural Loads

Less than 1 inch

Estimated Differential Settlement 2, 7

Less ½ of total settlement

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1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values assume that exterior grades are no steeper than 20% within 10 feet of structure.

2. Values provided are for maximum loads noted in Project Description.

3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the

Earthwork.

4. Use of passive earth pressures require the sides of the excavation for the spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face.

5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions.

6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.

7. Differential settlements are as measured over a span of 50 feet.

Design Parameters - Uplift Loads

Uplift resistance of spread footings can be developed from the effective weight of the footing and the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism defined by diagonal planes extending up from the top of the perimeter of the foundation to the ground surface at an angle, , of 20 degrees from the vertical can be included in uplift resistance.

The maximum…