Specifications - 620-23-221 B14 Electrical and Hot Water Systems Upgrade .pdf

VA Hudson Valley Health Care System

Project Number: 620-23-221

Montrose VAMC

Montrose Building 14 Main and Emergency Electrical - Hot Water System Upgrade

ISSUED FOR BIDDING

PROJECT MANUAL

Prepared For:

VA Hudson Valley Health Care System Montrose VAMC 2094 Albany Post RoadMontrose, NY 10548

Prepared By:

Triple C - The A/E Group 201 E. Jefferson Street, Suite 200 Syracuse, NY 13202

Project Team:

MES Group, Inc C&S Companies

Terracon

8/2/2023

8/2/2023

08/07/2023

EXPIRES: 12/31/2308/07/2023

Montrose Building 14 Main and Emergency Electrical Hot Water System Upgrade Project #: 620-23-221

02-01-21

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VA HUDSON VALLEY HEALTH CARE SYSTEM

MONTROSE BUILDING 14 MAIN AND EMERGENCY ELECTRICAL HOT WATER SYSTEM

UPGRADE

TABLE OF CONTENTS

SECTION 00 01 10

SECTIONS DIVISION AND SECTION TITLES DATE

00 01 10 02-2021 00 01 15 06-2020 00 26 00 00 31 33 00 31 33.01

01 00 00 05-2021 01 00 00.02 01 32 16.15 03-2020 01 33 23 05-2017 01 33 24 01 35 26 07-2020 01 35 26.19 01 35 26.20 01 35 26.21 01 42 19 11-2020 01 45 00 02-2021 01 45 29 11-2011 01 45 35 03-2019 01 45 35.01 04-2018 01 45 35.02 04-2018 01 57 19 01-2021 01 58 16 07-2015 01 74 19 01-2021 01 81 13 10-2017 01 91 00 10-2015

02 41 00 08-2017 02 82 11 01-2021 02 82 13.13 01-2021 02 82 13.19 01-2021 02 82 13.31 02 83 33.13 01-2021

03 30 00 01-2021

04 01 00 01-2021 04 05 13

DIVISION 00 — SPECIAL SECTIONS

Table of Contents List of Drawing Sheets Substitutions Prior to Bidding Subsurface Drilling and Sampling Information Geotechnical Report Terracon July 8 2021

DIVISION 01 — GENERAL REQUIREMENTS

General Requirements J2217018 Building 14 HMA Report Final Project Schedules (Small Projects - Design-Bid-Build) Shop Drawings, Product Data, and Samples Electronic Submittal Procedures Safety Requirements Special Project Procedures for Healthcare Facilities

IC-05HV

SOP 138-22HV-1

Reference Standards Quality Control Testing Laboratory Services Special Inspections Schedule of Special Inspections Template Schedule of Special Inspections Template Temporary Environmental Controls Temporary Interior Signage Construction Waste Management Sustainable Construction Requirements General Commissioning Requirements

DIVISION 02 — EXISTING CONDITIONS

Demolition Traditional Asbestos Abatement Glovebag Asbestos Abatement Asbestos Floor Title and Mastic Abatement Asbestos Transite Abatement Lead-Based Paint Removal and Disposal

DIVISION 03 — CONCRETE

Cast-In-Place Concrete

DIVISION 04 — MASONRY

Maintenance of Masonry Masonry Mortaring 10-2017

02-01-21

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04 05 16 Masonry Grouting 01-2021 04 20 00 Unit Masonry 08-2017 04 72 00 Cast Stone Masonry 01-2021

DIVISION 05 — METALS

05 12 00 Structural Steel Framing 11-2018 05 31 00 Steel Decking 01-2021 05 50 00 Metal Fabrications 08-2018 05 51 00 Metal Stairs 01-2021

DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES

06 10 00 Rough Carpentry 10-2017

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

07 13 00 Sheet Waterproofing 01-2021 07 13 52 Modified Bituminous Sheet Waterproofing 01-2021 07 21 13 Thermal Insulation 01-2021 07 22 00 Roof and Deck Insulation 01-2021 07 27 27 Fluid-Applied Membrane Air Barrier, Vapor Retarding 01-2021 07 54 23 Thermoplastic Polyolefin (TPO) Roofing 01-2021 07 60 00 Flashing and Sheet Metal 01-2021 07 71 00 Roof Specialties 01-2021 07 72 00 Roof Accessories 01-2021 07 81 00 Applied Fireproofing 10-2017 07 84 00 Firestopping 01-2021 07 92 00 Joint Sealants 10-2017 07 95 13 Expansion Joint Cover Assemblies 01-2021

DIVISION 08 — OPENINGS

08 11 13 Hollow Metal Doors and Frames 01-2021 08 14 00 Interior Wood Doors 01-2021 08 31 13 Access Doors and Frames 01-2021 08 51 13 Aluminum Windows 01-2021 08 71 00 Door Hardware 01-2021 08 80 00 Glazing 01-2021

DIVISION 09 — FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 01-2021 09 22 16 Non-Structural Metal Framing 06-2018 09 29 00 Gypsum Board 04-2020 09 51 00 Acoustical Ceilings 12-2018 09 65 13 Resilient Base and Accessories 01-2021 09 65 19 Resilient Tile Flooring 05-2018 09 91 00 Painting 01-2021

DIVISION 10 — SPECIALTIES

10 14 00 Signage 01-2021

DIVISION 11 — EQUIPMENT

NOT USED

DIVISION 12 — FURNISHINGS

NOT USED

DIVISION 13 — SPECIAL CONSTRUCTION

13 05 41 Seismic Restraint Requirements for Non-Structural Components 01-2021

DIVISION 14 — CONVEYING EQUIPMENT

NOT USED

DIVISION 21 — FIRE SUPPRESSION

02-01-21

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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 09-2019 22 08 00 Commissioning of Plumbing Systems 11-2016 22 11 00 Facility Water Distribution 05-2021 22 14 00 Facility Storm Drainage 09-2015 22 35 00 Domestic Water Heat Exchangers 09-2020

DIVISION 23 — HEATING VENTILATING AND AIR CONDITIONING

23 05 11 Common Work Results for HVAC 02-2020 23 05 41 Noise and Vibration Control for HVAC Piping and Equipment 02-2020 23 08 00 Commissioning of HVAC Systems 02-2020 23 22 13 Steam and Condensate Heating Piping 02-2020 23 22 23 Steam Condensate Pumps 04-2020 23 82 00 Convection Heating and Cooling Units 03-2020

DIVISION 25 — INTEGRATED AUTOMATION

25 10 10 Advanced Utility Metering System 02-2010

DIVISION 26 — ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-2016 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 39 Underfloor Raceways for Electrical Systems 01-2018 26 08 00 Commissioning of Electrical Systems 11-2016 26 09 23 Lighting Controls 01-2018 26 24 16 Panelboards 01-2018 26 25 11 Busways 01-2017 26 27 26 Wiring Devices 01-2018 26 29 21 Enclosed Switches and Circuit Breakers 01-2017 26 36 23 Automatic Transfer Switches 01-2017 26 43 13 Surge Protective Devices 01-2017 26 51 00 Interior Lighting 01-2018

26 56 00 EXTERIOR LIGHTING 01-2018

DIVISION 27 — COMMUNICATIONS

NOT USED

DIVISION 28 — ELECTRONIC SAFETY AND SECURITY

NOT USED

DIVISION 31 — EARTHWORK

31 20 11 Earthwork (Short Form) 10-2012 31 23 19 Dewatering 10-2012 31 23 23.33 Flowable Fill 10-2012

DIVISION 32 — EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-2016 32 31 13 Chain Link Fences and Gates 06-2016 32 90 00 Planting 08-2016

DIVISION 33 — UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-2016

02-01-21

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33 40 00 Storm Sewer Utilities 12-2017 33 46 13 Foundation Drainage 10-2011

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

List of Drawing Sheets

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

GI000 GENERAL COVER SHEET

GI001 GENERAL INDEX SHEET

GI050 GENERAL NOTES

GI100 GENERAL LIFE SAFETY PLAN - BASEMENT

GI101 GENERAL LIFE SAFETY PLAN - GROUND FLOOR

GI102 GENERAL LIFE SAFETY PLAN - FIRST FLOOR

GI103 GENERAL LIFE SAFETY - SECOND FLOOR

GI201 ICRA PLAN & INTERIM LIFE - GROUND FLOOR

GI202 ICRA PLAN & INTERIM LIFE - FIRST FLOOR

GI203 ICRA PLAN & INTERIM LIFE - SECOND FLOOR

HAZARDOUS

H-101 HAZARDOUS ABATEMENT PLAN - GROUND FLOOR

H-102 HAZARDOUS ABATEMENT PLAN - FIRST FLOOR

H-103 HAZARDOUS ABATEMENT PLAN - SECOND FLOOR

HP001 HAZARDOUS PHOTOS

CIVIL

CD101 CIVIL DEMOLITION PLAN

CS100 CIVIL FENCING PHASING PLAN

CS101 CIVIL SITE PLAN

CS102 CIVIL SITE PLAN - ENLARGED VIEWS

CS501 CIVIL DETAIL SHEET

CU101 CIVIL UTILITY PLAN

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

S-102 STRUCTURAL FRAMING PLAN - FIRST FLOOR - OVERALL

S-104 STRUCTURAL FRAMING PLAN - ATTIC LEVEL - OVERALL

S-105 STRUCTURAL ROOF FRAMING PLAN - OVERALL

S-201 STRUCTURAL ELEVATIONS

S-202 STRUCTURAL ELEVATIONS

S-401 STRUCTURAL SOUTHWEST STAIR ENLARGED PARTIAL FRAMING PLANS

S-402 STRUCTURAL NORTHEAST STAIR ENLARGED PARTIAL FRAMING PLANS

S-405 PIPE BASEMENT - ENLARGED PLAN

S-501 TYPICAL DETAILS

S-502 TYPICAL DETAILS

S-503 TYPICAL DETAILS

S-504 TYPICAL DETAILS

S-505 TYPICAL DETAILS

S-506 TYPICAL DETAILS

S-510 FOUNDATION DETAILS AND SCHEDULES

00 01 15 - 2

S-520 FRAMING DETAILS

S-530 STAIR FRAMING DETAILS

ARCHITECTURAL

A-001 ARCHITECTURAL SYMBOLS, & GENERAL NOTES

AS100 ARCHITECTURAL SITE PLAN

AD100 ARCHITECTURAL DEMOLITION PLAN - BASEMENT

AD101 ARCHITECTURAL DEMOLITION PLAN - GROUND FLOOR

AD102 ARCHITECTURAL DEMOLITION PLAN - FIRST FLOOR

AD103 ARCHITECTURAL DEMOLITION PLAN - SECOND FLOOR

AD104 ARCHITECTURAL DEMOLITION PLAN - ATTIC LEVEL

AD151 ARCHITECTURAL REFLECTED CEILING PLAN DEMOLITION - GROUND

FLOOR

AD152 ARCHITECTURAL REFLECTED CEILING PLAN DEMOLITION - FIRST FLOOR

AD153 ARCHITECTURAL REFLECTED CEILING PLAN DEMOLITION - SECOND

FLOOR

A-100 ARCHITECTURAL FLOOR PLAN - BASEMENT LEVEL

A-101 ARCHITECTURAL GROUND FLOOR PLAN - OVERALL

A-102 ARCHITECTURAL FLOOR PLAN - FIRST FLOOR - OVERALL

A-103 ARCHITECTURAL FLOOR PLAN - SECOND FLOOR - OVERALL

A-104 ARCHITECTURAL FLOOR PLAN - ATTIC LEVEL

A-105 ARCHITECTURAL ROOF PLAN

AC102 ARCHITECTURAL REFLECTED CEILING PLAN - FIRST FLOOR

AC103 ARCHITECTURAL REFLECTED CEILING PLAN - SECOND FLOOR

A-201 ARCHITECTURAL EXTERIOR ELEVATIONS

A-202 ARCHITECTURAL EXTERIOR ELEVATIONS

A-203 ARCHITECTURAL EXTERIOR ELEVATIONS

A-301 ARCHITECTURAL SECTIONS - BUILDING

A-302 ARCHITECTURAL SECTIONS - BUILDING

A-351 ARCHITECTURAL SECTIONS - EXTERIOR WALL

A-405 ARCHITECTURAL ENLARGED VIEWS

A-406 ARCHITECTURAL ENLARGED PLANS

A-501 ARCHITECTURAL DETAILS

A-601 ARCHITECTURAL DOOR & WINDOW SCHEDULES

A-720 STANDARD PARTITION TYPES

ARCHITECTURAL SIGNAGE

AW101 ARCHITECTURAL SIGNAGE INFORMATION

INTERIORS

IN101 INTERIOR FINISH INFORMATION

FIRE PROTECTION

F-001 NOTES AND LEGEND - FIRE PROTECTION

FP101 FIRE SPRINKLER RENOVATION PLAN - GROUND FLOOR

FP102 FIRE ZONING RENOVATION PLAN - FIRST FLOOR - OVERALL

FP103 FIRE ZONING RENOVATION PLAN - SECOND FLOOR - OVERALL

PLUMBING

P-001 NOTES, LEGEND AND CALCULATION- PLUMBING

PD100 PLUMBING DEMOLITION PLAN - BASEMENT FLOOR

PD401 PLUMBING DEMOLITION PLAN - ENLARGED - BASEMENT FLOOR

PL100 PLUMBING FLOOR PLAN - BASEMENT FLOOR - OVERALL

PL101 PLUMBING FLOOR PLAN - DRAINAGE & VENT - GROUND FLOOR –

OVERALL

PL102 PLUMBING FLOOR PLAN - DRAINAGE & VENT - FIRST FLOOR - OVERALL

00 01 15 - 3

PL103 PLUMBING FLOOR PLAN - DRAINAGE & VENT - SECOND FLOOR –

OVERALL

PL104 PLUMBING FLOOR PLAN - ATTIC - OVERALL

PL401 PLUMBING ENLARGED FLOOR PLAN

PL501 PLUMBING - DETAILS

PL901 ISOMETRICS - STORM

MECHANICAL

M-001 MECHANICAL NOTES AND LEGEND

M-002 MECHANICAL SCHEDULES

MD100 MECHANICAL DEMOLITION PLAN - BASEMENT FLOOR

MD401 MECHANICAL DEMOLITION PLAN - ENLARGED PLANS

MP100 MECHANICAL PIPING PLAN - BASEMENT FLOOR - OVERALL

MP101 MECHANICAL PIPING PLAN - GROUND FLOOR - OVERALL

MP401 MECHANICAL PIPING PLAN - ENLARGED PLANS

M-501 MECHANICAL DETAILS

M-601 MECHANICAL CONTROLS

ELECTRICAL

E-001 ELECTRICAL NOTES, LEGEND & ABBREVIATIONS

ED100 ELECTRICAL DEMOLITION SITE PLAN

ED201 ELECTRICAL DEMOLITION PLAN - GROUND FLOOR

ES100 ELECTRICAL RENOVATION SITE PLAN

EL102 LIGHTING FLOOR PLAN - FIRST FLOOR - OVERALL

EL103 LIGHTING FLOOR PLAN - SECOND FLOOR - OVERALL

EP100 ELECTRICAL FLOOR PLAN - BASEMENT FLOOR

EP101 ELECTRICAL FLOOR PLAN - GROUND FLOOR

EP102 POWER FLOOR PLAN - FIRST FLOOR - OVERALL

EP103 POWER FLOOR PLAN - SECOND FLOOR - OVERALL

EY102 SPECIAL SYSTEMS FLOOR PLAN - FIRST FLOOR - OVERALL

EY103 SPECIAL SYSTEMS FLOOR PLAN - SECOND FLOOR - OVERALL

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL DETAILS

E-601 ELECTRICAL RISER DIAGRAM

E-602 ELECTRICAL RISER DIAGRAM

E-701 SCHEDULES - ELECTRICAL

- - - END - - -

This page intentionally left blank.

Substitutions Prior to Bidding

00 26 00 - 1

SECTION 00 26 00

SUBSTITUTIONS PRIOR TO BIDDING

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes administrative and procedural requirements for handling requests for substitutions made prior to bid.

1. Any product proposed by Contractor which does not meet requirements of Contract

Documents, whether in product characteristics, performance, quality, manufacturer, or brand name is considered a substitution.

2. In case of non-availability of materials contact COR for review and action.

B. For bidding purposes, base all bids on materials, equipment, and procedures specified, or approved by Addenda.

1.2 SUBSTITUTION PRIOR TO BID

A. Submit complete data substantiating compliance of proposed substitution with Contract Documents.

B. Products and Systems:

1. Product identification, including manufacturer’s name.

2. Manufacturer’s literature marked to indicate specific model, type, size, and options to be considered:

a. Product description.

b. Performance and test data.

c. Reference standards.

d. Difference in power demand, air quantities, etc.

e. Dimensional differences from specified unit.

3. Samples:

a. COR reserves right to retain sample until physical units are installed on project for comparison purposes.

b. Requester pay all costs of furnishing and return of samples.

c. COR is not responsible for loss of or damage to samples.

4. Name and address of at least five similar projects that proposed product has been in use on for at least four years, and name and phone number of owner’s and architect’s or engineer’s representative, which COR can contact to discuss product, installation, and field performance data.

C. Construction Methods:

1. Detail description of proposed method.

2. Illustrate with drawings.

D. Itemized comparison of proposed substitute to specified item; make clear variations.

E. Identify effect and changes required on other trades, subcontractors or contracts.

F. Data related to change in construction time.

G. Cost of proposed substitution in comparison with product, system or method specified.

H. Availability of maintenance and repair services, and sources of repair or replacement items.

I. Warranty comparison with specified product or system.

1.3 PRODUCT SELECTION - GENERAL

A. Certain types of products are described in Project Manual by means of trade names, catalog numbers or manufacturer’s names, or both.

00 26 00 - 2

1. This is not intended to exclude products from consideration which may be capable of accomplishing purpose indicated.

B. Other types of products may be considered acceptable to COR in place of those specified.

C. Listing of a manufacturer implies acceptance of them only as supplier of a product which complies with specified item.

D. No substitution permitted after execution of contract, unless allowed by Contract Documents.

E. Conditional bids and voluntary alternates will not be considered unless allowed by Instructions to Bidders.

1.4 SUBSTITUTION REQUESTS

A. Only written requests with complete data for evaluation will be considered.

1. Request must be received at least 15 calendar days prior to bid date.

2. Requests received late will not be considered.

3. Submit evaluation data with attached form to COR.

B. In making request for substitution, supplier and Contractor represent:

1. Personal investigation of proposed product, system or method, has been conducted and determined it equal or superior in all respects to that specified, and will perform intended function.

2. Product, system or method is in full compliance with applicable codes.

3. Warranty for substitute item as for product, system or method specified meets or exceeds specified product.

4. Finish products shall comply relative to color and pattern with base specified items.

Contractor will coordinate installation of accepted substitution into Work, to include building modifications if necessary, and be responsible for such modifications as may be required for Work to be complete and functional in all respects.

5. Certified cost data is complete and includes all related costs, excluding Government and Architect/Engineer’s review and redesign cost.

6. Waives claims for additional costs or time extensions related to substitution which subsequently become apparent or are caused by substitution.

7. Pay additional costs to other trades, subcontractors or contracts caused by substitution.

8. Pay all Government and Architect/Engineer’s review and redesign cost, special inspections, and other costs incurred by substitutions or revisions made necessary by acts or omissions of Contractor, due to product submittal or product not being ordered in a timely manor, due to ease of construction progress or Work, or which are in interest of or are for convenience of supplier, subcontractor or Contractor.

9. Acknowledge acceptance of these provisions.

C. Supplier to sign substitution request in space provided on form acknowledging acceptance of terms.

D. Contractor sign request in space provided on form acknowledging it’s acceptance of terms.

1.5 APPROVAL OF SUBSTITUTION REQUEST

A. No verbal or written approvals other than by Addenda will be valid.

1. Addendum listing approved substitutions will be published prior to Bid date.

1.6 REJECTION OF SUBSTITUTION REQUESTS

A. Substitutions may not be considered if:

1. Submitted after stipulated date or time period.

2. Not submitted in accord with this Section.

3. Acceptance will require substantial revision of Contract Documents, building or system.

4. Substitution request does not indicate specific item for which request is submitted.

5. Substitution Request form is not properly executed and signed.

6. Substitution request for manufacturer acceptance only.

00 26 00 - 3

7. Insufficient information submitted.

8. Substitution color or pattern wise does not comply with base specified item.

9. Substitution does not appear to comply with requirements of specifications for base item.

END OF SECTION

LIST OF BRAND NAME OR EQUAL EQUIPMENT

MAKE, MODEL AND SALIENT CHARACTERISTICS

REFERENCE: 09 51 00

ITEM: Interior Ceiling System

VENDOR: Armstrong

MODEL : Ultima Health Zone High NRC 15/16” Square tegular white

Please reference attached product data sheet for further information.

All characteristics are for reference purposes only and the VA will consider similar substitutions provided the intent of this project is still met and no federal, state or VA standards are violated.

BIDDING ON:

MANUFACTURER

NAME:

BRAND :

NO.:

REFERENCE: 09 65 13

ITEM: Rubber Base

VENDOR: Roppe

MODEL : Pinnacle – 4” Cove – Lunar Dust

All characteristics are for reference purposes only and the VA will consider similar substitutions provided the intent of this project is still met and no federal, state or VA standards are violated.

BIDDING ON:

REFERENCE: 09 65 19

ITEM: Luxury Vinyl Tile

VENDOR: Armstrong

MODEL :

Diamond 10 Natural Creation Arbor Art- NA246 Tidal Impressions – Macaroon 6” plank Diamond 10 Natural Creation Arbor Art NA247 Tidal Impressions – Fig 6” plank Diamond 10 Natural Creation Mystix- Wheat – 18”x18” – NA960 Kenzie Sandalwood standards are violated.

BIDDING ON:

REFERENCE: 09 91 00

ITEM: Interior Paint

VENDOR: Sherwin Williams

MODEL : SW7042 Shoji White; SW7017 Dorian Gray ;

SWSS57 High Reflective White; SW6205 Comfort Gray; SW6240 Windy Blue; SW6219 Rain; SW9012 Polvo De Oro, Safety Yellow standards are violated.

BIDDING ON:

REFERENCE: 23 09 23

ITEM: Wireless Steam Trap Monitor

VENDOR: Cypress Envirosystems

MODEL: WSTM-100

All characteristics are for reference purposes only and the VA will consider similar substitutions provided the intent of this project is still met and no federal, state or VA standards are violated.

BIDDING ON:

BRAND:

REFERENCE: 23 21 23

ITEM: CHILLED WATER PUMP

VENDOR: TACO COMFORT SOLUTIONS

MODEL : 2511D

BIDDING ON:

REFERENCE: 23 21 23

ITEM: HEATING HOT WATER PUMP

VENDOR: TACO COMFORT SOLUTIONS

MODEL : FI1506D-2P-BP (BARE PUMP)

FI1506D-2P-PM (PUMP + MOTOR)

REFERENCE: 23 22 13

ITEM: FLASH TANK

VENDOR: SPIRAX SARCO

MODEL : FLASH RECOVERY VESSELS (TI-5-401-US)

REFERENCE: 23 22 13

ITEM: STEAM TO HHW HX

VENDOR: SPIRAX SARCO

MODEL : AEHH - 425BPN - M1 - ST2 - SX - M - HL3 - V3

REFERENCE: 26 51 00

ITEM: LIGHT FIXTURE F

VENDOR: LUMINAIRE LED

MODEL: ESF18 MIN1 60W 35K 120 CLP BLK FAM7 ONOFF

BIDDING ON:

REFERENCE

ITEM: LIGHT FIXTURE WP

VENDOR: BROWNLEE

MODEL: 7039 C49 35K BAC P01

All characteristics are for reference purposes only and the VA will consider similar substitutions provided the intent of this project is still met and no federal, state or VA standards are violated.

BIDDING ON: MANUFACTURER

ITEM: LIGHT FIXTURE X

VENDOR: LITHONIA

MODEL: LQM S W 3 R 120/277 AC

All characteristics are for reference purposes only and the VA will consider similar substitutions provided the intent of this project is still met and no federal, state or VA standards are violated.

BIDDING ON: MANUFACTURER

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 July 8, 2021 has been prepared by Terracon for Owner. Report is attached to this section and was prepared to assist in the 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

REPORT C OVER PAGE

Final Geotechnical Engineering

Report

Building 14 Renovations – VAMC Montrose, NY

Montrose, New York

July 8, 2021

Terracon Project No. J2215024

Prepared for:

Triple C – The A&E Group

Laramie, Wyoming

Prepared by:

Terracon Consultants, Inc.

Rocky Hill, Connecticut

Terracon Consultants -NY, Inc. 30 Corporate Cir., Ste. 201 Albany, NY 12203

P (518) 266 0310 F (518) 266 9238 terracon.com

REPORT C OVER LETTER TO SIGN

Triple C – The A&E Group

410 Grand Avenue, Suite 201C

Laramie, Wyoming 82070

Attn: Mr. Mat Perkins, AIA – Vice President

P: (307) 460 2054

E: mat.perkins@triplecaeg.com

Re: Final Geotechnical Engineering Report

Building 14 Renovations – VAMC Montrose, NY

2094 Albany Post Road

Montrose, New York

Terracon Project No. J2215024

Dear Mr. Perkins:

We have completed the Final Geotechnical Engineering report for the above-referenced project.

This study was performed in general accordance with Terracon Project No. J2217018, dated May

14, 2021, which was a supplemental proposal for geotechnical engineering services. 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. An environmental assessment was a part of this project, and a separate report will present these findings.

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

Sincerely, Terracon Consultants - NY, Inc.

Shengkai Tu, P.E. (NY) Erich L. Christiansen, P.E. (NJ)

Geotechnical Department Manager Principal

Responsive ■ Resourceful ■ Reliable 1

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

SEISMIC CONSIDERATIONS

LIQUEFACTION

FLOOR SLABS

FROST CONSIDERATIONS

GENERAL COMMENTS

FIGURES

ATTACHMENTS

Note: This report was originally delivered in a web-based format. 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

Final Geotechnical Engineering Report

Building 14 Renovations – VAMC Montrose, NY

2094 Albany Post Road

Montrose, New York

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Building 14 renovations to be located at 2094 Albany Post

Road in Montrose, New York. 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 per IBC

■ Excavation considerations ■ Frost considerations

■ Liquefaction

The geotechnical engineering field Scope of Services for this project included the advancement of three test borings to depths ranging from approximately 18 to 20.2 feet below existing site grades. Note that at the time of this writing, the corrosion testing has not been completed. The results will be included in the final report.

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

The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in Exploration Results.

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 site is adjacent to an existing Building 14 located at 2094 Albany

Post Road in Montrose, New York, Approximate site coordinates are 41.2387°

N, 73.9282° W. See Site Location

Existing

Improvements Existing Building 14 and detached mechanical building

Final Geotechnical Engineering Report

Building 14 Renovations – VAMC Montrose, NY ■ Montrose, New York

July 8, 2021 ■ Terracon Project No. J2215024

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Item Description

Current Ground

Cover Grass lawn and concrete walkways

Existing Topography The ground surface within the site is expected to be between Elevation (El)

+120 feet and El +130 feet.

Geology Fill overlying native sand that is underlain by weathered to competent diorite 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 Proposed Boring Location Plan

Project Description Construction of two (2) new egress stairs and one (1) steel frame structure supporting chillers adjacent to the mechanical building

Proposed Structure

The project includes two (2) egress stairs with a combined footprint of less than 1,000 square feet (SF), and one (1) steel frame structure supporting a chiller with an approximate footprint of 400 SF.

Building Construction

Masonry walls

Steel frame

Slab-on-grade

Finished Floor Elevation Not available

Estimated Maximum Loads

■ Columns: 20 kips

■ Walls: 2 kips per linear foot (klf)

■ Slabs: 125 pounds per square foot (psf)

Grading/Slopes Minimum site grading is expected to be needed for the construction of the egress stairs and the chiller structure.

Below-Grade Structures Not planned

GEOTECHNICAL CHARACTERIZATION

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

Responsive ■ Resourceful ■ Reliable 3 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

Exploration Results and the GeoModel can be found in 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 Silty Sand, with gravel, trace roots, occasional to frequent cobbles and boulders

2 Sand and Gravel Medium dense to very dense Silty Sand to Sand and Gravel

3 Bedrock Slightly to moderately weathered Diorite, trace oxidation

Specific attention should be directed to the conditions related to the existing fill material encountered at depths between approximately 2 feet and 7 feet below existing grade that may impact design or construction as discussed later in this report. Slightly weathered diorite bedrock

(Model Layer 3) was encountered at depths ranging between 13 and 18 feet. The quality of the rock, as indicated by the Rock Quality Designation (RQD) value of 38% from the core sample extracted from boring B-1, was poor.

Groundwater Conditions

Groundwater was not observed in the borings while drilling, or for the short duration the borings remain open before coring. However, this does not necessarily mean the borings terminated above groundwater. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed.

Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

GEOTECHNICAL OVERVIEW

The key geotechnical issue impacting the proposed development is the presence of possibly up to 7 feet of fill at the site. Fill was encountered at all three boring locations and ranged in depth between 2 feet and 7 feet below ground surface (bgs). The fill material consisted of a brown silty sand with gravel and occasional to frequent cobbles and boulders. Trace brick fragments were found in the fill layer in boring B-3. Native sand lies beneath the fill and is also a brown to gray silty sand with gravel, poorly graded gravel with silt and sand, or well graded sand with silt and gravel with occasional cobbles and boulders, which grade to residual soil / weathered bedrock. This residual soil material is described as a gray poorly graded sand with bedrock fragments. One rock core was

Responsive ■ Resourceful ■ Reliable 4 extracted from boring B-1. Competent bedrock was encountered at 13 feet bgs in test boring B-1, and the bedrock was identified as diorite, an igneous rock. The extracted rock core was observed slightly weathered with trace oxidation at the joints with a Poor RQD. Borings B-2 and B-3 were terminated in probable bedrock at 20.2 feet and 18.5 feet bgs, respectively.

The fill observed within the project site possibly was placed in a controlled manner; however, the blow counts recorded within fill material may not truly indicate density and/or compaction level of fill material due to the presence of gravel and brick fragments. If the placement of the fill was not closely controlled, it is also possible that unsuitable materials are present in the fill. Given these conditions, it is our opinion that the existing fill is unsuitable in its current condition for support of the proposed egress stair additions due to the risk of greater-than-normal post-construction total and differential settlements. The existing fill should be removed in the egress stair addition areas and replaced with a structural fill. Provided deleterious materials are removed from the excavated soil it expected to be suitable for reuse as a structural fill, provided that it’s within a suitable moisture content that allows proper compaction. Additional site preparation recommendations, including subgrade improvement and fill placement, are provided in Earthwork section. Following overexcavation and backfill, the proposed egress stair additions and one-story mechanical structure can be supported on conventional shallow foundations. The Shallow Foundations section addresses support of the building bearing on native medium dense to very dense silty sand soils or structural fill placed over these soils. The Floor Slabs section addresses the addition’s slab-on-grade support.

We recommend exposed subgrades be evaluated after excavation to proposed grade. We recommend Terracon be retained to evaluate the bearing material for the foundation subgrade soils.

Subsurface conditions in the explorations have been reviewed and evaluated with respect to the proposed construction plans known to us at this time.

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

EARTHWORK

Earthwork is anticipated to include clearing and grubbing, 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 the earthwork operations, the site should be cleared and grubbed to remove trees, stumps, roots, grass, topsoil, organic laden soil, organic matter, and any rubble or debris encountered. The topsoil should be stripped within, as well as five feet beyond the limits of the proposed construction. The topsoil is not suitable for reuse as structural fill/backfill and should be disposed

Responsive ■ Resourceful ■ Reliable 5 in a suitable manner. As an alternative, the topsoil could be reused in landscaped areas. When trees are removed, the entire root ball should be excavated such that the remaining roots measure

1 inch in diameter or less. The excavation created for the tree removal should be sloped to allow compaction equipment to achieve uniform backfill compaction.

Following the grubbing operations, any subsurface utilities and abandoned subsurface structures, if present, that are in conflict with the new construction should be relocated and/or removed from the proposed construction area. Fill material encountered at the site should be overexcavated to the native subgrade soils within the proposed egress stair additions and one-story mechanical structure footprints, and extending laterally outside the outer edge of the proposed foundation at least a distance equal to the fill thickness at the area. However, care should be taken not to undermine the existing foundation systems to remain. Specifically, do not excavate the soils within the existing building’s foundation zone of influence consisting of the soil directly beneath the footing and the soil within the zone outward and downward from the outer edge of the footing at a ratio of 1H:1V, without a designed excavation support system.

Subgrade Preparation

As stated above, following clearing and fill removal, the exposed subgrades should be proofrolled and densified with at least 6 passes of a self-propelled, vibratory compactor with a static drum weight of at least 10-ton (static weight). We recommend that Terracon be present to evaluate the actual subgrades and provide recommendations at the time of construction. Proof-rolling should be performed after a suitable period of dry weather to avoid degrading subgrade soil and to reduce the amount of undercutting/remedial work required. In places where the results of the proof-rolling are questionable. If soft/unstable areas are encountered, they should be mitigated. If the areas are isolated, mitigation by limited overexcavation and replacement with competent soils approved by the geotechnical engineer at the time of construction, may suffice. Following the successful proofrolling operation, structural fill could then be placed to the proposed design subgrade elevations as needed in accordance with subsequent sections of this report.

Bedrock Excavation

Diorite bedrock was encountered in test boring B-1 at a depth of 13 feet below current grades.

Therefore, bedrock removal is not anticipated. However, if bedrock removal is required in deeper excavations, such as for utilities, it is our opinion that 1 to 2 feet of bedrock is rippable with conventional excavation equipment in mass excavations, and to a lesser degree in more confined areas such as utility and footing trenches. Consequently, other rock removal techniques such as hydraulic hammers and splitters may need to be required for the more competent zones of bedrock.

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Excavation Safety

As a minimum, temporary excavations should be sloped or braced, as required by Occupational

Health and Safety Administration (OSHA) regulations, to provide stability and safe working conditions. The contractor should shore, slope or bench the sides of all temporary excavations, as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, State and federal safety regulations, including the current OSHA

Excavation and Trench Safety Standards.

Reuse of Materials

Materials generated during excavation of fill operations and native soils for foundations is expected to consist of predominantly silty sand with gravel. These soils can be reused as structural fill. All structural fill materials should be free of any deleterious materials (i.e., materials that can degrade with time or are highly compressible, such as wood, vegetation, topsoil, etc.)

and have a maximum particle size of 6 inches.

Imported Fill Materials

In the event that imported fill is needed to complete the backfill or site grading, we recommend that the material consist of inorganic, readily compactable, well-graded granular soils with no more than 15 percent fines (no more than 15 percent passing the No. 200 sieve). Additionally, we recommend excluding gradations greater than 6 inches. The moisture content of the fill material should be controlled to within approximately 2 to 3 percent of the optimum moisture content by wetting, aeration, or blending, as necessary to achieve the required compaction.

Fill Material Types

Type 1,2,3

NYSDOT Item Number Acceptable Location for Placement

Structural Fill Approved onsite soils or Subbase Course Type 2, Item 304.12

Beneath foundations, if required

Subgrade Fill

Select Granular Fill, Item 733-1101 (with maximum particle size less than 3 inches and l the percent passing the No. 200 sieve adjusted to less than 25 percent);

Trench backfill

Crushed Stone Crushed Stone, Item 703-0201 For leveling subgrades and to facilitate dewatering, if required.

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Type 1,2,3

NYSDOT Item Number Acceptable Location for Placement

Non-Frost Susceptible (NFS) Fill

■ Select Granular Fill, Item 203.07 (with the percent passing the No. 200 sieve adjusted to 0-5 percent);

■ Stone Size Designation #2, 3, 3A, and 4A (Table 703-4 of NYSDOT Standard Specifications)

Exterior slabs; beneath foundations

Lean Concrete Not applicable

Lean Concrete should be self-compacting concrete with a compressive strength between 750 and 2,000 psi.

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. Crushed Stone should be uniform ¾-inch angular Crushed Stone wrapped in a separation geotextile (Mirafi 140N, or approved equivalent).

3. NFS Fill should contain less than 5 percent material passing No. 200 sieve size and have a maximum particle size of 3 inches. NFS Fill should wrapped in a separation geotextile (Mirafi 140N, or approved equivalent).

Structural Fill Placement

Structural fill should be installed in controlled layers uniformly compacted to at least 95 percent of the fill material’s maximum dry density, as determined by ASTM D1557 Test Procedures. The layer thickness should be adjusted as needed depending on the type of compaction equipment used and the condition of the fill materials at the time of construction, but should be no greater than 12 inches in loose thickness. Fill layers for the retaining wall backfill should not exceed 10 inches in loose thickness. It should be expected that thinner lifts will be required to achieve the required compaction in confined areas where portable compaction equipment is used.

Fill Compaction Requirements

Fill and backfill should meet the following compaction requirements.

Item Description 1,2

Maximum Fill Lift 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.

Compaction Requirements 95 percent maximum Modified Proctor dry density (ASTM D1557).

Moisture Content – Granular Material

Workable moisture levels.

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Item Description 1,2

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

2. For NFS fill material (with less than 5 percent fines), compaction testing is typically not feasible. We recommend that NFS fill be thoroughly tamped in place in horizontal lifts not to exceed 6 inches loose thickness. Compaction should be by uniform passes of compaction equipment in sufficient number, but not less than four passes, such that no further consolidation is evident. The NFS fill should not be dumped into place but should be distributed in horizontal lifts by blading and dozing in such a manner as to ensure proper placement into final position.

Utility Trench Backfill

Trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. As utility trenches can provide a conduit for groundwater flow, trenches should be backfilled with material that approximately matches the permeability characteristics of the surrounding soil. Consideration should be given to installing seepage collars and/or check dams to reduce the likelihood of migration of water through the trenches. If excavated native soil is to be used for cable bedding, it should satisfy the Subgrade Fill requirements presented in Fill Material Types.

Grading and Drainage

We understand there will be limited change to site grading. Adequate drainage should be provided at the site to reduce the likelihood of an increase in moisture content of the foundation soils. We recommend the structures have a perimeter foundation drain, as described in Shallow

Foundations. Grades should be sloped away from the structures to reduce the likelihood of water ponding near the structures. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the structures.

Earthwork Construction Considerations

Unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. Should unstable subgrade conditions develop, stabilization measures will need to be employed.

Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, wet, or disturbed, the affected material should be removed, or should be scarified, moisture conditioned, and recompacted.

Excavations for foundations and utilities may encounter very dense soil containing cobbles and/or boulders. Contractors, especially those digging utilities and working in planned cut areas, should

Responsive ■ Resourceful ■ Reliable 9 consider “hard dig” conditions may exist and should satisfy themselves based on the hardness of the soil. The Civil Engineer should also consider shallow placement of underground utilities if possible, to minimize excavation costs.

Terracon should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proofrolling;

placement and compaction of controlled compacted fills; backfilling of excavations in the completed subgrade; and just prior to construction of foundations.

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

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

3,000 psf

Required Bearing Stratum

Medium dense silty sand or structural fill

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Minimum Foundation Dimensions Columns: 30 inches

Continuous: 18 inches

Ultimate Passive Resistance

(Equivalent Fluid Pressures) 360 pcf (granular backfill)

Ultimate Coefficient of Sliding Friction

0.45 (granular material)

Minimum Embedment below Finished

Grade

48 inches

Estimated Total Settlement from

Structural Loads

Less than about 1 inch

Estimated Differential Settlement 2, 7

About 2/3 of total settlement

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 section.

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.

Construction Adjacent to Existing Building

Differential settlement between the addition and the existing building is expected to approach the magnitude of the total settlement of the addition. Expansion joints should be provided between the existing building and the proposed addition to accommodate differential movements between the two structures. Underground piping between the two structures should be designed with flexible couplings and utility knockouts in foundation walls should be oversized, so minor deflections in alignment do not result in breakage or distress. Care should be taken during excavation adjacent to existing foundations, to avoid disturbing existing foundation bearing soils.

New footings should bear at or near the bearing elevation of immediately adjacent existing foundations. Depending upon their locations and current loads on the existing footings, footings

Responsive ■ Resourceful ■ Reliable 11 for the new addition could cause settlement of adjacent walls. To reduce this concern and risk, clear distances at least equal to the new footing widths should be maintained between the addition’s footings and footings supporting the existing building.

It is possible additional loads on the existing foundations could cause other building settlements to occur. We are not aware of such additional loading on existing foundations.