Attachment 01 - Specifications.pdf

Central Virginia VA Health Care System

Project Number: 652- 322

Hunter Holmes McGuire VA Medical Center

Expand and Enhance Community Living Center Construction Documents 100%

PROJECT MANUAL

Prepared For:

Central Virginia VA Health Care System Hunter Holmes McGuire VA Medical Center 1201 Broad Rock Blvd Richmond, VA 23249

Prepared By:

Triple C - The A/E Group

7400 Beaufont Springs Drive Suite 300

Richmond, VA 23225

Project Team:

Norris Design Ehlert Bryan

MES Group, Inc

05/26/2021CO

MM

ON

WEALTH OF VIRGIN

IA

LAND SCA P E ARCH I TECT

JOSHUA ORTH

0406002168

05/26/2021

05/26/2021

05/26/2021

03/16/20215/25/2021

Hunter Holmes McGuire VA Medical Center Expand and Enhance Community Living Center

Project #: 652-322 11-01-20

Table of Contents

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CENTRAL VIRGINIA VA HEALTH CARE SYSTEM

EXPAND AND ENHANCE COMMUNITY LIVING CENTER

TABLE OF CONTENTS

SECTION 00 01 10

SECTIONS DIVISION AND SECTION TITLES DATE

DIVISION 00 — SPECIAL SECTIONS

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 4-18-2017 00 41 13 Bid Form

DIVISION 01 — GENERAL REQUIREMENTS

01 00 00 General Requirements 03-2020 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 35 26 Safety Requirements 07-2020 01 42 19 Reference Standards 11-2020 01 45 00 Quality Control 02-2021 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 04-2018 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 13.13 Glovebag Asbestos Abatement 09-2015

DIVISION 03 — CONCRETE

03 30 00 Cast-In-Place Concrete 07-2019 03 45 00 Precast Architectural Concrete 02-2019

DIVISION 04 — MASONRY

04 05 13 Masonry Mortaring 10-2017 04 05 16 Masonry Grouting 02-2016 04 20 00 Unit Masonry 08-2017 04 72 00 Cast Stone Masonry 02-2015

DIVISION 05 — METALS

05 12 00 Structural Steel Framing 11-2018 05 31 00 Steel Decking 02-2016 05 36 00 Composite Metal Decking 10-2015 05 40 00 Cold-Formed Metal Framing 05-2016 05 50 00 Metal Fabrications 08-2018 05 51 00 Metal Stairs 10-2015 05 75 13 Decorative Perforated Panels

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DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES

06 06 60 Plastic Fabrications 06 10 00 Rough Carpentry 10-2017

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 11-2016 07 11 13 Bituminous Dampproofing 02-2016 07 13 00 Sheet Waterproofing 04-2013 07 21 13 Thermal Insulation 10-2017 07 21 31 Sprayed Polyurethane Foam (SPF) Insulation - Medium Density 07 22 00 Roof and Deck Insulation 02-2016 07 40 00 Roofing and Siding Panels 10-2015 07 53 23 Ethylene-Propylene-Diene-Monomer Roofing 02-2016 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 17 10 Integrated Door Assemblies 02-2016 08 31 13 Access Doors and Frames 02-2016 08 36 16.13 High Performance Barn (Sliding) Door 08 41 13 Aluminum-Framed Entrances and Storefronts 08-2016 08 44 13 Glazed Aluminum Curtain Walls 04-2020 08 51 13.11 Side-Hinged Aluminum Windows 08-2016 08 71 00 Door Hardware 04-2020 08 71 13 Automatic Door Operators 01-2021 08 80 00 Glazing 10-2015 08 87 33 Decorative Film 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 19 Resilient Tile Flooring 05-2018 09 68 00 Carpeting 10-2015 09 91 00 Painting 01-2016

DIVISION 10 — SPECIALTIES

10 14 00 Signage 10-2015 10 21 23 Cubicle Curtain Tracks 05-2015 10 22 19 Demountable Partitions 04-2016 10 25 13 Patient Bed Service Walls 01-2020 10 26 00 Wall and Door Protection 10-2015 10 28 00 Toilet, Bath, and Laundry Accessories 02-2016 10 44 13 Fire Extinguisher Cabinets 08-2018 10 50 20 Canopies

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DIVISION 11 — EQUIPMENT

11 48 00 Cleaning and Disposal Equipment 11-2011 11 73 00 Ceiling Mounted Patient Lift System 08-2020

DIVISION 12 — FURNISHINGS

12 24 00 Window Shades 08-2017 12 32 00 Manufactured Wood Casework 09-2015 12 36 00 Countertops 12-2018 12 93 00 Exterior Site Furnishings

DIVISION 13 — SPECIAL CONSTRUCTION

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

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 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 13 00 Facility Sanitary and Vent Piping 09-2020 22 14 00 Facility Storm Drainage 09-2015 22 40 00 Plumbing Fixtures 09-2015 22 62 00 Vacuum Systems for Laboratory and Healthcare Facilities 09-2015 22 63 00 Gas Systems for Laboratory and Healthcare Facilities 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 02-2020 23 05 41 Noise and Vibration Control for HVAC Piping and Equipment 02-2020 23 05 93 Testing, Adjusting, and Balancing for HVAC 02-2020 23 07 11 HVAC 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 25 00 HVAC Water Treatment 02-2020 23 31 00 HVAC Ducts and Casings 02-2020 23 34 00 HVAC Fans 02-2020 23 36 00 Air Terminal Units 02-2020 23 37 00 Air Outlets and Inlets 02-2020 23 40 00 HVAC Air Cleaning Devices 03-2020 23 73 00 Indoor Central-Station Air-Handling Units 03-2020 23 81 00 Decentralized Unitary HVAC Equipment 03-2020 23 81 43 Air-Source Unitary Heat Pumps 03-2020 23 82 16 Air Coils 03-2020

DIVISION 25 — INTEGRATED AUTOMATION

25 10 10 Advanced Utility Metering System 02-2010

DIVISION 26 — ELECTRICAL

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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 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 22 00 Low-Voltage Transformers 01-2018 26 24 13 Distribution Switchboards 01-2017 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 32 13 Engine Generators 01-2018 26 33 53 Static Uninterruptible Power Supply 01-2017 26 36 23 Automatic Transfer Switches 01-2017 26 41 00 Facility Lightning Protection 01-2018 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

27 05 11 Requirements for Communications Installations 09-2019 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 Telecommunications Room Fittings 06-2015 27 15 00 Communications Structured Cabling 01-2016 27 51 16 Public Address and Mass Notification Systems 10-2018 27 52 23 Nurse Call and Code Blue Systems 10-2018 27 53 19 Distributed Radio Antenna (Within Building) Equipment and System 09-2019

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 10-2011 28 23 00 Video Surveillance 09-2011 28 31 00 Fire Detection and Alarm 10-2011 28 52 31 Emergency Call System 06-2015

DIVISION 31 — EARTHWORK

31 20 00 Earthwork 07-2016 31 66 13 Rammed Aggregate Pier Foundation Systems

DIVISION 32 — EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-2016 32 12 16 Asphalt Paving 09-2015 32 17 23 Pavement Markings 08-2016 32 31 18 Pre-Fabricated Ornamental Aluminum Fence 32 90 10 Landscape Maintenance 32 91 10 Soil Prep

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32 93 00 Planting

DIVISION 33 — UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-2016 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

DIVISION 34 — TRANSPORTATION

34 71 13 Passive Vehicle Barriers 04-2018

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Project #: 652-322 06-01-20

List of Drawing Sheets

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SECTION 00 01 15

LIST OF DRAWING SHEETS

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

Drawing No. Title

GENERAL

GI000 COVER SHEET

GI010 SHEET INDEX

GI020 GENERAL LEED CERTIFICATION

GI021 GENERAL LEED CERTIFICATION

GI022 GENERAL LEED CERTIFICATION - DIAGRAMS

GI050 GENERAL NOTES

GI101 LIFE SAFETY

GI102 LIFE SAFETY PLAN - INTERSTITIAL LEVEL

GI200 LIFE SAFETY PLAN - FIREPROOFING DIAGRAMS

GI301 INFECTION CONTROL PLAN & INTERIM LIFE

CIVIL

VF101 CIVIL SITE SURVEY

CD101 CIVIL DEMOLITION PLAN

CS101 CIVIL SITE PLAN

CS102 CIVIL SITE PLAN DEDUCTIVE ALTERNATES

CG101 CIVIL GRADING PLAN

CG501 CIVIL DETAIL SHEET

CG502 CIVIL DETAIL SHEET

CU101 CIVIL UTILITY PLAN

LANDSCAPE

LS100 LANDSCAPE NOTES

LS101 LANDSCAPE DETAILS

LS102 LANDSCAPE DETAILS

LS103 FIRST FLOOR LANDSCAPE PLAN

LS104 FIRST FLOOR LANDSCAPE PLAN

STRUCTURAL

S-001 STRUCTURAL NOTES AND ABBREVIATIONS

S-002 SPECIAL INSPECTIONS

S-003 SPECIAL INSPECTIONS

S-004 LIVE LOAD DIAGRAMS

S-005 FUTURE LIVE LOAD DIAGRAMS

S-006 ROOF SLAB REINFORCING PLAN

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List of Drawing Sheets

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S-101 LEVEL 1 FOUNDATION PLAN

S-102 INTERSTITIAL FRAMING PLAN

S-102A LOW STEEL FRAMING PLAN DEDUCTIVE ALTERNATE #6

S-103 ROOF/FUTURE LEVEL 2 FRAMING PLAN

S-201 FOUNDATION AND WALL SECTIONS AND DETAILS

S-202 FOUNDATION SECTIONS

S-301 COLUMN SCHEDULE AND TYPICAL FRAMING DETAILS

S-302 BRACED FRAME ELEVATIONS AND DETAILS

S-303 FRAMING DETAILS

S-304 INTERSTITIAL FRAMING DETAILS

S-305 STEEL DETAILS

ARCHITECTURAL

A-001 SYMBOLS, & GENERAL NOTES

AD101 PLAN - FIRST FLOOR DEMOLITION AT PHASE 1

AS101 ARCHITECTURAL SITE PLAN - AREA OF WORK DEFINED

AS201 ARCHITECTURAL SITE DETAILS

A-101 FUNCTIONAL AREA PLAN

A-102 DIMENSION PLAN - FIRST FLOOR

A-103 NOTATION PLAN - FIRST FLOOR

A-103A SURGE PLAN - DEDUCTIVE ALTERNATE #4

A-103B NURSE TRAVEL DISTANCES

A-103C

SURGE PLAN - DEMOUNTABLE PARTITIONS - DEDUCT ALT #4 - FOR

REFERENCE ONLY

A-104 PLAN - INTERSTITIAL

A-104A PLAN - FLOOR CEILING ASSEMBLY - DEDUCTIVE ALTERNATE #6

A-105 PLAN - ROOF

A-106 3-D VIEW

AC101 REFLECTED CEILING PLAN - FIRST FLOOR

AC102 REFLECTED CEILING PLAN - INTERSTITIAL

A-201 EXTERIOR ELEVATIONS

A-301 SECTIONS - BUILDING

A-351 SECTIONS - EXTERIOR WALL

A-352 SECTIONS - EXTERIOR WALL

A-353 SECTIONS - EXTERIOR WALL

A-354 SECTIONS - EXTERIOR WALL

A-401 ENLARGED VIEWS

A-402 ENLARGED VIEWS

A-403 ENLARGED VIEWS

A-404 ENLARGED CEILING PLANS

A-411 TYPICAL MOUNTING HEIGHTS

A-430 ENLARGED VIEWS

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List of Drawing Sheets

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A-501 PLAN DETAILS - EXTERIOR

A-502 SECTION DETAILS

A-503 INTERIOR ARCHITECTURAL DETAILS

A-511 CASEWORK DETAILS

A-512 CASEWORK DETAILS

A-541 CEILING DETAILS

A-542 CEILING DETAILS (DEDUCT ALT 6)

A-601 DOOR AND FRAME TYPES

A-602 WINDOW SCHEDULE

A-603 WINDOW AND DOOR DETAILS

A-604 WINDOW AND DOOR DETAILS

A-605 SLIDING DOOR DETAILS

A-720 STANDARD PARTITION TYPES

A-722 PARTITION FRAMING DETAILS

A-723 UL DETAILS

A-724 UL DETAILS

A-725 UL DETAILS

A-726 UL DETAILS

A-900 EXTERIOR FINISH MATERIALS

A-901 EXTERIOR VIEWS - PHASE 2

A-902 FUTURE BUILD OUT

A-903 EXTERIOR VIEWS - FUTURE BUILD-OUT

A-904 PHASE COMPARISON

SIGNAGE

AW001 SIGNAGE ABBREVIATIONS, SYMBOLS, GENERAL NOTES AND SCHEDULE

AW101 SIGNAGE PLAN - FIRST FLOOR

INTERIORS

IN001 INTERIOR NOTES AND FINISH BOARDS

IN101 INTERIOR FINISH PLAN - FIRST FLOOR

IN501 INTERIOR FINISH DETAILS

IN601 INTERIOR FINISH LEGEND AND ROOM FINISH SCHEDULE

IN901 INTERIOR RENDERINGS

FURNITURE

IF101 INTERIOR FURNITURE PLAN - FIRST FLOOR

EQUIPMENT

Q-101 EQUIPMENT PLAN - FIRST FLOOR

Q-601 EQUIPMENT SCHEDULE

Q-911 SEPS REFERENCE

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List of Drawing Sheets

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FIRE PROTECTION

F-001 NOTES AND LEGEND - FIRE PROTECTION

FX101 FIRE PROTECTION FLOOR PLAN - LEVEL 1

FX102 FIRE PROTECTION FLOOR PLAN - INTERSTITIAL LEVEL

PLUMBING

PP001 NOTES AND LEGEND - PLUMBING

PL101 PLUMBING FLOOR PLAN - SANITARY, GREASE, VENT & STORM

PL101I.1 SANITARY & VENT FLOOR PLAN - INTERSTITIAL LEVEL

PL101I.2 STORM FLOOR PLAN - INTERSTITIAL LEVEL

PL102 PLUMBING ROOF PLAN

PP100 PLUMBING BASEMENT PLAN BLDG R - DOMESTIC WATER & MED GAS

PP101 PLUMBING FLOOR PLAN - DOMESTIC WATER & MED GAS

PP101I.1 DOMESTIC WATER FLOOR PLAN - INTERSTITIAL LEVEL

PP101I.2 MEDICAL GAS FLOOR PLAN - INTERSTITIAL LEVEL

PL201 PLUMBING ISOMETRIC - SANITARY, GREASE, & VENT

PL202 PLUMBING ISOMETRIC - STORM

PP301 PLUMBING ISOMETRIC - DOMESTIC WATER

PP302 PLUMBING ISOMETRIC - MEDICAL GAS

PP401 DETAILS - PLUMBING

PP402 DETAILS - PLUMBING

PP403 DETAILS - PLUMBING

MECHANICAL

M-001 NOTES AND LEGEND - HVAC

M-002 SCHEDULES - HVAC

MH101 MECHANICAL PLAN - FIRST FLOOR

MH102 MECHANICAL PLAN - INTERSTITIAL

MP100 MECHANICAL PIPING PLAN - BLDG R & CLC

MP101 MECHANICAL PIPING PLAN - INTERSTITIAL

MH401 ENLARGED PLAN - HVAC

M-501 DETAILS - HVAC

M-502 DETAILS - HVAC

M-601 CONTROLS - HVAC

M-602 CONTROLS - HVAC

ELECTRICAL

E001 NOTES AND LEGEND - ELECTRICAL

ES100 SITE PLAN - ELECTRICAL

EL101 LIGHTING FLOOR PLAN - LEVEL 1

EL102 LIGHTING FLOOR PLAN - INTERSTITIAL LEVEL

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List of Drawing Sheets

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EG103 LIGHTNING PROTECTION - ROOF PLAN

EP101 POWER FLOOR PLAN - LEVEL 1

EP102 POWER FLOOR PLAN - INTERSTITIAL LEVEL

EY101 SPECIAL SYSTEMS FLOOR PLAN - LEVEL 1

EY102 SPECIAL SYSTEMS FLOOR PLAN - INTERSTITIAL LEVEL

E501 DETAILS - ELECTRICAL

E502 DETAILS - ELECTRICAL

E503 DETAILS - ELECTRICAL

E601 SINGLE LINE DIAGRAM - ELECTRICAL

E602 SCHEDULES - ELECTRICAL

E603 SCHEDULES - ELECTRICAL

- - - END - - -

Project #: 652-322 04-18-17

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 February 19, 2015 has been prepared by Schnabel Engineering for Owner. Report was prepared to assist in design process. Copies are available upon request.

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

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

D. Copies of report may be obtained from Owner upon request.

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

GEOTECHNICAL ENGINEERING REPORT

Community Living Center Expansion McGuire VA Medical Center 1201 Broad Rock Boulevard Richmond, Virginia

Schnabel Reference # 15613010 February 19, 2015

February 19, 2015

Mr. Dave Haun, CIPE, LEED AP BD+C Senior Vice President Design-Aire Engineering, Inc.

220 North College Avenue Indianapolis, Indiana 46202-3702

Subject: Project 15613010, Geotechnical Engineering Report, Community Living Center Expansion, McGuire VA Medical Center, 1201 Broad Rock Boulevard, Richmond, Virginia

Dear Mr. Haun:

SCHNABEL ENGINEERING CONSULTANTS, INC. (Schnabel) is pleased to submit our geotechnical engineering report for this project. This document includes tables, figures, and appendices with relevant data collected for this study. This study was performed in accordance with our agreement dated January 20, 2015.

This report presents the results of subsurface exploration, laboratory testing, and geotechnical engineering analysis for the proposed Community Living Center Expansion project.

SCOPE OF SERVICES

Our agreement dated January 20, 2015 defines the scope of services for this project. The scope of services includes the following:

Subsurface exploration including twelve test borings to depths of 20.5 to 30.5 ft Field engineering services, including site reconnaissance, boring layout, private utility screening at the boring locations and logging of the subsurface exploration Laboratory testing of materials encountered in the subsurface exploration including moisture content, gradation analysis and Atterberg Limits Geotechnical engineering analysis and report, including:

o Estimated subsurface conditions and groundwater levels within the area explored based on data collected in the subsurface exploration o Foundation recommendations for spread footings including a net allowable soil bearing pressure, bearing grades, estimated settlements, minimum dimensions and frost depth o Recommended Seismic Site Class in accordance with IBC 2009 for use in foundation design based on an extrapolation of data collected in the subsurface exploration

Design-Aire, Inc.

o Evaluation of the shrink/swell potential of the soils encountered in the exploration.

o Recommendations for floor slab support, including a recommended modulus of subgrade reaction for use in slab design o Earthwork recommendations for construction of load-bearing fill including an assessment of site soils for use as fill, subgrade preparation, and compaction criteria o Comments on construction dewatering considerations o Construction considerations related to the implementation of our recommendations

PROJECT DESCRIPTION

Site Description and Proposed Construction

The project site is located at the southeast end of the existing Hunter Holmes McGuire Veterans Administration (VA) Hospital on Broad Rock Boulevard in Richmond, Virginia. A Site Vicinity Map is included as Figure 1. The site is a level grassy area on the south side of the existing Community Living Center (CLC) wing. The site extends south to the north edge of the asphalt paved parking lot and is bound on the east by a two-story utility building. An asphalt driveway is located on the west side of the site. Other existing features at the site include a small shelter, asphalt paved walkways, and underground utilities. The ground surface varies from about El 90 to the northwest adjacent to the existing CLC wing to about El 86 to the southeast.

The proposed project will include construction of two additions to the existing CLC wing. The project will consist of the West House and East House expansions. Currently, only the East House expansion is proposed for construction. The East House will initially be a one-story addition with future plans to increase it to a three-story building. This addition will match the existing CLC wing in height and the finished first floor elevation will also match at about El 90.2. A new lobby, corridor and service storage area will connect the north ends of the two houses to the existing CLC wing. The lobby and service storage area will have an elevator shaft leading to a break room and service storage at the basement level. The finished basement floor elevation will also match the existing CLC wing basement at about El

66.2. The elevator pit slab will be at about El 61.2.

The proposed grading for the project will require varying amounts of cut and fill. Excavations of about 24 ft will be required to reach the basement level. The building will have a slab on-grade, masonry and steel framing and a brick façade. Foundation loading information indicates that final interior column footings will have a service load of 375 kips and perimeter column footings will have a service load of 175 kips.

Wall footing loads will be around 6 kips per lineal foot.

Schnabel obtained the site and initial project information from the drawing labeled as VAMC Richmond CAD Measurements Rough Dims which we received from John Skinner. We also received additional project development information from the Building Sections plans we received from Huelat Davis Healing Design. Ehlert/Bryan, Inc. provided the structural load information. We also obtained site information through our review of available site aerial photography and through our site visit.

February 19, 2015 Page 2 Schnabel Engineering Consultants, Inc.

Project 15613010 ©2015 All Rights Reserved

SUBSURFACE EXPLORATION AND LABORATORY TESTING PROGRAM

We conducted a subsurface exploration and field testing program to identify the subsurface stratigraphy underlying the site and to evaluate the geotechnical properties of the materials encountered. This program included test borings. Exploration methods used are discussed below. The appendices contain the results of our exploration.

Subsurface Exploration Methods

Test Borings

Schnabel’s subcontractor, Ayers and Ayers, Inc. of Powhatan, Virginia drilled twelve test borings under our observation on February 2 and 3, 2015. The Standard Penetration Test (SPT) was conducted at selected depths in the borings. Appendix A includes specific observations, remarks, and logs for the borings; classification criteria; drilling methods; and sampling protocols. Figure 2 included at the end of this report indicates the approximate test boring locations. We will retain soil samples up to 45 days beyond the issuance of this report, unless you request other disposition.

Soil Laboratory Testing

Our laboratory performed tests on selected samples collected during the subsurface exploration. The testing aided in the classification of materials encountered in the subsurface exploration and provided data for use in the development of recommendations for design of foundations and earthwork. The results of the laboratory tests are included in Appendix B and are summarized for each stratum in the Site Geology and Subsurface Conditions section of this report. Selected test results are also shown on the boring logs in Appendix A.

Index Testing

We performed index testing on samples collected as part of the exploration to provide soil classifications and to provide parameters for use with published correlations with soil properties. Index testing included performing natural moisture content, Atterberg Limits, and gradation tests on several jar samples of soil representing Stratum A.

SITE GEOLOGY AND SUBSURFACE CONDITIONS

Site Geology

We reviewed existing geologic data and information in our files. Based on this review, the geologic stratigraphy consists of upland terrace deposits of Pleistocene geologic age or older. The terrace deposits are alluvial soils that typically consist of a mixture of clay, silt, sand and gravel. These soils typically exhibit moderate to high strength and low to moderate compressibility.

Generalized Subsurface Stratigraphy

We characterized the following generalized subsurface stratigraphy based on the exploration and laboratory test data included in the appendices.

February 19, 2015 Page 3 Schnabel Engineering Consultants, Inc.

Stratum A: Existing Fill

Existing fill was encountered at all the boring locations to depths of about 13 ft to 28 ft with an average depth of about 19 ft. The fill consisted of sandy fat clay, sandy lean clay, clayey sand and silty sand soils.

These fill soils contained miscellaneous items including brick fragments, crushed stone, gravel, asphalt fragments, and root fragments. We believe these fill soils represent fill used to grade the site and backfill the below-grade foundation walls of the existing CLC. Based on correspondence with Mr. John Skinner there is no documentation of the placement and density testing of the existing fill soils. Boring B-01 encountered a layer of soft clay soils from about 18 to 28 ft. Borings B-08, B-11, and B-12 encountered several obstructions within the fill and we observed concrete fragments in the samples.

The existing fill soils were generally of moderate to high plasticity with liquid limits of about 39 to 58, and plasticity indices of 22 to 34. The moisture contents of the existing fill varied from 13.1 to 22.9 percent.

Based on the Standard Penetration Tests performed, this stratum is generally medium stiff to very stiff: N = 6 to 43 blows per foot (bpf) or medium dense to dense: N = 11 to 57 bpf.

Laboratory tests conducted on several samples representing Stratum A indicate these soils exhibit a medium to high potential for moisture-related volume change (shrink/swell behavior).

Stratum B1: Pleistocene Terrace (Fine-Grained)

Below the existing fill soils of Stratum A and inter-layered with the coarse-grained soils of Stratum B2, more than half of the borings encountered a terrace deposit consisting of lean clay (CL) and fat clay (CH) with varying amounts of sand to depths of 20.5 to 30.5 ft. The natural moisture contents measured in two samples were 17.5 and 21.0 percent. Based on the Standard Penetration Tests performed, this stratum is generally very stiff to hard consistency: N = 19 to 60 bpf.

Stratum B2: Pleistocene Terrace (Coarse-Grained)

Below the existing fill soils of Stratum A and interlayered with the fine-grained soils of Stratum B1, more than half of the borings encountered a terrace deposit consisting of fine to coarse clayey sand (SC) with varying amounts of gravel to depths of about 17.5 to 27.5 ft. The natural moisture contents measured were 13.0 to 21.4 percent. Based on the Standard Penetration Tests performed, this stratum is medium dense to dense: N = 11 to 40.

Groundwater

We encountered groundwater in Borings B-05 and B-07 at depths of 23.5 and 4 ft, about EL 64.5 and 84.5, respectively. Groundwater was not encountered in the remaining borings. After drilling, all the borings caved dry at depths of 2 to 18 ft. The test boring logs in Appendix A include groundwater observations obtained during our subsurface exploration. These data include depths to groundwater encountered during drilling, upon drilling completion, and following completion of the borings. We did not obtain long-term water level readings since we backfilled the test borings upon completion for safety.

The shallow groundwater encountered in Boring B-07 is believed to represent perched groundwater within the existing fill of Stratum A. The groundwater levels on the logs indicate our estimate of the hydrostatic water table at the time of our subsurface exploration. The final design should anticipate the

February 19, 2015 Page 4 Schnabel Engineering Consultants, Inc.

fluctuation of the hydrostatic water table depending on variations in precipitation, surface runoff, pumping, evaporation, leaking utilities and similar factors.

Seismic Site Classification

We evaluated the Seismic Site Class and Seismic Site Coefficients for this project according to the International Building Code (IBC) Section 1615 (2009). Our analysis indicates Site Class D for this location. This Site Class was evaluated based on corrected SPT values and shear strength values from pocket penetrometer test results.

GEOTECHNICAL RECOMMENDATIONS

We based our geotechnical engineering analysis on the information developed from our subsurface exploration and soil laboratory testing, along with the project development plans, site plans, and structural loading furnished to our office. The existing fill soils of Stratum A, although generally medium stiff to very stiff or medium dense to dense, contain some isolated soft layers and deleterious material and it is our opinion that the existing fill soils are not suitable for direct support of the proposed CLC building additions.

In addition, due to the variable nature inherent with such existing fill deposits it is possible that areas of unsuitable existing fill soils may be present at depths below the proposed additions in areas where we did not explore. Additionally, documentation of the existing fill placement is not available to consider the existing fills a controlled structural fill.

Based on the existing fill extending to about El 62 to 71, it is our opinion that the existing fill soils of Stratum A are too deep for undercut and replacement to be economical. Therefore, we recommend an intermediate foundation system such as aggregate piers for support of spread footings for Level 1. The basement level at El 66 is generally expected to extend through the existing fill soils of Stratum A and spread footings supported on suitable natural soils of Strata B1/B2 are considered feasible. The existing fill soils of Stratum A and natural soils of Strata B1 and B2 are generally considered suitable for direct support of the floor slabs. Detailed recommendations are provided in the following sections of the report.

Spread Footings on Aggregate Piers

We recommend aggregate piers to support spread footings for Level 1 of the CLC additions. The aggregate pier foundation system is a refinement of the traditional excavation and replacement method of strengthening soils for settlement control and bearing capacity improvement.

There are two common proprietary aggregate pier systems: Geopiers Rammed Aggregate Piers, a patented product of the Geopier Foundation Company, Inc. and Vibro Piers by Hayward Baker. The systems differ in installation methodology, but the end product of both systems is a stiffened pier support element that can be used to support shallow foundations.

Geopier rammed aggregate pier support elements are constructed by drilling a hole to create a cavity, removing a volume of compressible material (e.g. the existing fill on this site), then building a bottom bulb of clean, open-graded stone while vertically pre-stressing and pre-straining soils underlying the bottom bulb. The pier shaft is built on top of the bottom bulb, using well-graded highway base course stone (VDOT No. 21B) placed in thin lifts (12 inches compacted thickness) above groundwater levels. For shaft

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portions constructed below the groundwater, clean open-graded aggregate (such as VDOT No. 57) is typically used.

Densification of the bottom bulb and of the shaft lifts is accomplished by using the impact ramming action of a modified hydraulic hammer. The tamper consists of a special steel alloy shaft and a beveled tamper head. The beveled tamper head assists in transferring force laterally during impact densification, resulting in pushing of aggregate against the confined walls of the cavity. The nature of the soil is to “push back”, creating significant lateral pressure buildup in the matrix soil resulting in lateral confinement to the pier elements. In addition to increasing shear resistance at the perimeter of the pier element, the increased horizontal stress in the matrix soil improves the matrix soil and makes it stiffer.

Vibro Piers are constructed in a similar fashion as Geopiers with the exception that the compaction of the aggregate is achieved by vibration and ramming action via a specially-designed, high-energy depth vibrator. Horizontal vibrations are created by a motor and eccentric weight located near the tip of the vibrator. Extension tubes are bolted to the vibrator to allow it to be lowered to the necessary treatment depth. Alternatively, if the pre-drilled hole will not stay open, a bottom feed vibrator equipped with a tremie pipe through which the aggregate is fed can be used.

A preliminary bearing analysis of an aggregate pier-supported, spread footing foundation system indicates that footings bearing on 30-inch diameter pier elements can be sized for a maximum allowable composite bearing pressure of approximately 6,000 psf or more. With column loads and wall loads of up to 375 kips and 6 klf respectively, and typical pier lengths of 15 to 20 feet, the estimated total settlement is expected to be less than 1 inch. However, longer pier elements will likely be necessary to penetrate the existing fill at some locations. We recommend the aggregate piers be designed to limit settlement to ½ inch adjacent to the existing CLC wing.

Aggregate piers are typically installed as proprietary systems by licensed foundation installers. The installer and their designer are responsible for design and installation. The designer would design the aggregate piers to support the proposed structure within the structural design tolerances (i.e. settlement potential, sliding resistance, uplift capacity, etc.).

When foundation plans become available, the aggregate pier design/installer can provide a design/construction cost estimate including the estimated time to install the pier elements. This estimate should include the cost to provide a full-scale pier Modulus Load Test to verify design assumptions. The load test provides the stiffness of the pier element and will provide quality control guidelines for the pier installation procedures. The Modulus Load Test will be performed in the general area of the site considered to be representative of the most critical soil condition.

Spread Footings on New Compacted Structural Fill or Suitable Natural Soils

The basement level at El 66 is generally expected to extend through the existing fill soils of Stratum A and spread footings supported on suitable natural soils of Strata B1/B2 are considered feasible. If existing fill soils are encountered at design bearing grades they should be undercut and replaced with new compacted structural fill, crushed stone, controlled low strength material (CLSM), or lean concrete.

Compacted structural fill should meet the requirements outlined in the Site Grading and Earthwork section discussed below in this report. We recommend footings supported on suitable natural soils of Strata

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B1/B2 be designed for a net allowable soil bearing pressure of 4,000 psf. This bearing pressure provides a factor of safety against general bearing capacity failure of at least 3.0.

The above allowable soil bearing pressure may be increased by 33 percent for wind and seismic loads when used in conjunction with load combinations defined in IBC 2009 Section 1605.3.2, Alternative Basic Load Combinations for use with allowable stress design. This increase is not applicable for other allowable stress load combinations, strength design, or load and resistance factor design.

All footing subgrades should be observed by the Geotechnical Engineer prior to placement of concrete to evaluate if subgrade materials are as anticipated.

Settlements of shallow foundations supported on suitable natural soils and on properly placed compacted structural fill are not expected to exceed about one (1) inch. Differential settlements between similarly loaded footings are not expected to exceed about half this value. Differential settlement between the additions and the existing CLC building of about one half (½) inch should be anticipated.

Column and wall footings should be at least 24 and 16 inches wide, respectively, for shear considerations. Exterior footings should be founded at least 3 ft below final exterior grades for shrink/swell protection. Interior footings may be founded at nominal depths below the floor slabs. New footing grades for those footings adjacent to existing footings should be constructed at the same elevation. Where bearing grades between adjacent footings vary, the slope between the bottom edges of adjacent footings should not be steeper than 45 degrees (1H:1V).

To further limit the potential for damage from moisture-related volume change of foundation soils, site grades should be set to permit positive drainage of surface water away from the building. Roof drainage from the building should be collected and discharged at least 25 ft from the building.

Floor Slabs

The proposed floor slabs should be supported on suitable existing fill soils of Stratum A or compacted structural fill. A modulus of subgrade reaction, k, of 75 pci should be used in the design of floor slabs.

A four-inch crushed stone or washed gravel capillary moisture barrier should underlie floor slabs on grade. Moisture barrier material should consist of VDOT No. 57 crushed stone. The Contractor should compact the stone in place with at least two passes of suitable vibratory compaction equipment.

The Contractor should compact floor slab subgrades to repair any disturbance that may occur due to construction operations before placing capillary moisture barrier materials. Since floors will be slab-on-grade, footing and utility excavations should be backfilled with compacted structural fill as defined in the Site Grading and Earthwork section of this report.

Site Grading and Earthwork

Proposed building and site grades will require placement of up to about 4 ft of compacted structural fill.

Recommendations for compacted fill subgrade preparation fill soil requirements; placement and compaction criteria are presented in subsequent sections.

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Compacted Fill Subgrades

Subgrades to receive compacted structural fill for building support should be stripped of vegetation, topsoil, and organic matter. Schnabel’s subsurface exploration indicated topsoil to depths of 0.3 to 0.5 ft below the ground surface. However, stripping of sites typically results in some disturbance and contamination of near-surface soils, particularly during periods of wet weather. Therefore, we recommend a topsoil stripping depth of 0.5 ft be considered for the site during the project planning.

Compacted structural fill subgrades should consist of suitable existing fill soils of Stratum A or new compacted structural fill. These soils are expected to be encountered at shallow depths beneath the topsoil and root mat.

The Geotechnical Engineer should evaluate the suitability of the fill subgrades. The stripped subgrades should be proofrolled with a loaded dump truck to evaluate the subgrade suitability for support of the compacted structural fill prior to any undercutting or initiation of fill placement. Areas that exhibit excessive pumping, weaving, or rutting should be scarified, dried and recompacted, or undercut and replaced with compacted structural fill as recommended by the Geotechnical Engineer. Subgrade evaluation techniques complementary to proofrolling could include a combination of probing with a penetrometer, drilling hand augers, or observing test pits.

Subgrades beyond the building limits that exhibit unsuitable movements during proofrolling may be stabilized by using crushed stone and geotextile working platforms. Recommendations for working platforms should be provided by the Geotechnical Engineer.

If stripping and earthwork operations are performed during an extended period of warm, dry weather, the non-organic portions of the undercut materials may be reused as compacted structural fill. The use of these materials as compacted structural fill will depend on the soil moisture content, and the Contractor's ability to limit contamination of these materials with organic matter during stripping and undercutting.

When removal of unsuitable materials is required, the excavation should be performed in a manner to limit disturbance of the underlying suitable material. The excavation should be performed under the observation of the Geotechnical Engineer to evaluate required excavation depths.

Undercut volumes should be evaluated by cross sectioning. Other methods of calculating volumes of undercut, such as counting trucks, are less accurate and generally result in additional expense. If truck counts are used, we recommend the method of payment be in accordance with Section 109 of VDOT Road and Bridge Specifications.

Compacted structural fill subgrades should be kept free of ponded water. If springs or other flowing water is present at the compacted structural fill subgrade level, the Contractor should direct water to discharge beyond the fill limits. Recommendations for discharging springs should be provided by the Geotechnical Engineer.

Compacted structural fill subgrades should be free of snow, ice, and frozen soils. If snow, ice, or frozen soils are present at subgrade levels, these materials should be removed as recommended by the Geotechnical Engineer.

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Some existing structures present on site will need to be removed before earthwork construction.

Therefore, buried foundations and other associated debris may be encountered during grading activities.

Existing foundations should be completely removed from the proposed building area. Existing utilities and drainage structures within the building area should be removed and replaced with compacted structural fill.

Compacted structural fill subgrades should not be steeper than about 4H:1V. If steeper slopes are present, subgrades should be benched to permit placement of horizontal lifts of fill.

Compacted Fill

Compacted structural fill should consist of non-organic on-site soils. If off-site borrow materials are needed, these soils should classify CL, ML, SC, SM, SP, SW, GC, GM, GP or GW according to ASTM D2487. Fill materials should not contain particles larger than 3 inches.

Compacted structural fill should be placed in maximum eight-inch thick horizontal, loose lifts. Fill should be compacted to at least 95 percent of the maximum dry density per ASTM D698 (Standard Proctor).

Backfill placed in excavations, trenches, and other areas that large compaction equipment cannot access should be placed in maximum six-inch thick lifts. Backfill should meet the material, placement, and compaction requirements outlined above.

Successful re-use of the excavated, on-site soils as compacted structural fill will depend on their natural moisture contents during excavation. Scarifying and drying of these soils should be anticipated to achieve the recommended compaction. Drying of these soils will likely result in some delays, and may not be possible during cooler, wetter weather. We recommend that the earthwork be performed during the warmer, drier times of the year.

Below-Grade Walls

Below-grade building walls will be braced by the structure preventing movement. Braced basement walls should be designed considering equivalent fluid pressure, gef, as shown in Figure 3. Equivalent fluid pressure factors are presented in Table 1 for the respective backfill conditions. Where applicable, the design should consider surcharge loads using a rectangular earth pressure distribution as shown in Figure 3. The surcharge pressure ordinate should be obtained by multiplying the surface surcharge pressure, q, by the factor in Table 1 for the respective backfill condition. Friction and passive earth pressure factors are also presented in Table 1.

Table 1: Recommended Design Parameters for Walls

Wall Type Backfill Materials

Equivalent Fluid Pressure Factor

(gef)

Surcharge Pressure

Factor Friction Factor

Passive Equivalent

Fluid Pressure Factor

(γP) Braced On-site 50 0.4 0.35 360

Braced Free-draining 35 0.3 0.35 360

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Project 15613010 ©2015 All Rights Reserved

The above parameters consider a horizontal ground surface behind the walls and do not consider foundation loads. We should be contacted to provide alternative parameters if sloping ground surface conditions are anticipated and/or adjacent foundations are expected to exert load on existing and/or proposed below-grade walls.

These design parameters do not consider hydrostatic pressure since we recommend subdrainage behind the walls. Basement walls should be backfilled as recommended below. Basement walls should be damp proofed.

Backfill materials for walls designed considering free-draining backfill should consist of non-plastic material classifying SP-SM, SW-SM, SP, SW, GW-GM, GP-GM, GP or GW according to ASTM D2487.

This classification includes open-graded crushed stone such as VDOT No. 78 or No. 57. Free-draining backfill should be placed in the zone extending from the base of the wall upwards at 45 degrees. Backfill materials for walls designed considering on-site materials used for backfill should consist of material classifying SC, SM, SP, SW, GC, GM, GP or GW according to ASTM D2487.

The Contractor should place backfill in maximum 8-inch thick loose lifts, and compact each lift to at least 95 percent of maximum dry density according to ASTM D698 (Standard Proctor), or to at least 70 percent relative density according to ASTM D4253 and D4254. Only light hand-operated equipment should be used to compact backfill against walls. The Structural Engineer of Record should approve the size of the compaction equipment. If backfill consists of open-graded aggregate, the Contractor should place backfill in maximum 12-inch thick lifts, and compact each lift using suitable vibratory equipment.

Earth pressure recommendations provided do not include hydrostatic pressure since subdrainage will be provided behind the basement walls. Subdrainage should consist of perimeter subdrains located on top of the wall footing, next to the wall. Subdrains should consist of four-inch slotted, corrugated polyethylene tubing according to ASTM F405 (perforated Schedule 40 PVC pipe) surrounded by at least six inches of filter drainage material. Subdrains should drain by gravity to an outlet, or to a sump or storm sewer.

Geocomposite drainage panels consisting of Miradrain G100N or equivalent should be installed on all basement walls when on-site soils are used as wall backfill. Drainage panels should be placed along the entire wall face to within 1.5 ft of finished grade. The Contractor should bind the edges of the panels with drainage geotextile to limit the potential for soil intrusion into the drainage system.

Filter material should consist of VDOT No. 57 aggregate. Drainage geotextile should consist of a non-woven geotextile such as Mirafi 140N or equivalent.

CONSTRUCTION CONSIDERATIONS

Removal of Existing Features

The CLC addition site has numerous structures and subsurface utilities. Existing foundations, slabs and utilities should be completely removed from within the footprint of proposed new structures and replaced with new structural fill.

Temporary Construction Slopes

The basement level is expected to require an excavation of up to about 24 ft below existing grades. We expect that temporary slopes will be utilized for construction of the basement level. We recommend temporary excavation slopes of 1H:1V existing fill soils of Stratum A and natural soils of Stratum B1/B2.

The recommended slope angle requires that the groundwater surface elevation be maintained below the bottom of the excavation.

Shored excavations may be required where space does not allow for temporary sloped excavations.

Shored excavations may be used in conjunction with temporary sloping of the upper portion of excavations. Shored excavation systems should be designed by an engineer retained by the contractor.

The contractor should take responsibility for the design and performance of the shored excavation systems and the safety of their employees working around the shored and sloped temporary excavations.

Aggregate Piers

We recommend that we monitor the rammed aggregate pier installer’s operations on a full-time basis as a Quality Assurance service. Our services will supplement the installer’s internal QC program. Together the QA/QC program will monitor drill depths, pier element lengths, average lift thickness, installation procedures, aggregate quality, and densification of lifts. These items will be documented for each pier element installed to provide a complete installation report.

Aggregate used for piers constructed above the water table should be VDOT Type 21B. It should be compacted to a densification and strength that provides resistance to the dynamic penetration test (ASTM STP 399) of a minimum average of 15 blows per 1.75 inch vertical movement. Aggregate below the water table should be open graded crushed stone meeting VDOT No. 57 size or larger.

One modulus load test should be performed at a location chosen by Schnabel Engineering prior to the start of construction of the production piers. This test will be provided to confirm the subgrade modulus value used in design. The load shall be applied by hydraulic jacks to the center of a circular steel plate equal to the diameter of the pier. The plate shall be centered over a singular pier. The procedure should follow ASTM D-1143.