Attachment 4 - Specifications V1 of 2 - Manchester - 608-315.pdf

DEPARTMENT OF VETERANS AFFAIRS

VA MEDICAL CENTER

718 SMYTH ROAD

MANCHESTER, N.H.

PROJECT 608-315:

CONSTRUCT SPECIALTY CARE

BUILDING

DECEMBER 20, 2023

E4H ARCHITECTURE

129 South St. 2nd Floor

Boston, MA 02210

VA PROJECT NO. 608-315

VA MEDICAL CENTER

DESIGN SPECIALTY CARE BUILDING

MANCHESTER, NH

TABLE OF CONTENTS

00 01 10-1

Section 00 01 10

Volume 1 (Division 0 – 14)

SECTION NO. DIVISION AND SECTION TITLES DATE

DIVISION 00 - SPECIAL SECTIONS REVISED

00 01 10 Table of Contents 00 01 15 List of Drawing Sheets

See Drawing AG-1.2 for the complete list of drawings

00 63 25 Substitution Request Form Appendix 1 – Manchester VAMC Signage Standards Appendix 2 – Geotechnical Engineering Report Appendix 3 – Stormwater Report

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 11-21 01 32 16.15 Project Schedules (Small Projects – Design/Bid/Build) 11-21 01 33 23 Shop Drawings, Product Data, and Samples 02-23 01 35 26 Safety Requirements 10-22 01 35 26.1 Accident Prevention Plan Review Checklist 10-22 01 35 26.2 Preliminary Pre-Construction Risk Assessment 01 35 26.3 Preliminary Infection Control Risk Assessment 01 35 26.4 Preliminary Interim Life Safety Measure 01 35 26.5 VA Manchester Excavation Management Standard Operating Procedure 01 42 19 Reference Standards 11-20 01 45 00 Quality Control 02-21 01 45 29 Testing Laboratory Services 11-18 01 45 33 Structural Special Inspections and Procedures 11-18 01 57 19 Temporary Environmental Controls 01-21 01 73 29 Cutting and Patching 04-23 01 74 19 Construction Waste Management 04-22 01 81 13 Sustainable Construction Requirements 10-17 01 81 13.02 Sustainability Certification Requirements – LEED NC V4 10-17 01 81 13.02.C Guiding Principles Checklist - LEED v4 BD+C: New Construction and

Major Renovations 10-17

01 91 00 General Commissioning Requirements 04-22

DIVISION 02 – EXISTING CONDITIONS (N/A)

DIVISION 03 – CONCRETE

03 05 13 Concrete Sealers 03 30 00 Cast-in-Place Concrete 01-21 03 45 00 Precast Architectural Concrete 01-21

VA MEDICAL CENTER

DESIGN SPECIALTY CARE BUILDING

MANCHESTER, NH

00 01 10-2

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 10-17 04 20 00 Unit Masonry 08-17

DIVISION 05 – METALS

05 12 00 Structural Steel 11-18 05 31 00 Metal Decking 01-21 05 40 00 Cold-Formed Metal Framing 01-21 05 50 00 Metal Fabrications 08-18 05 51 00 Metal Stairs 01-21

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-17 06 16 63 Cementitious Sheathing 01-21 06 20 00 Finish Carpentry 01-21 06 40 00 Architectural Woodwork 06 61 16 Solid Surfacing Fabrications

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 08 00 Facility Exterior Closure Commissioning 01-21 07 11 13 Bituminous Dampproofing 01-21 07 13 52 Modified Bituminous Sheet Waterproofing 01-21 07 21 00 Thermal Insulation 01-21 07 27 13 Modified Bituminous Sheet Air Barriers 07 42 10.11 Composite Framing Support (CFS) System 07 42 43 Composite Wall Panels 07 46 46 Fiber Cement Siding 07 54 19 Polyvinyl-Chloride (PVC) Roofing 12-18 07 60 00 Flashing and Sheet Metal 07 71 00 Roof Specialties 01-21 07 72 00 Roof Accessories 01-21 07 81 00 Applied Fireproofing 10-17 07 84 00 Firestopping 01-21 07 92 00 Joint Sealants 04-22 07 95 13 Expansion Joint Cover Assemblies 01-21

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 01-21

VA MEDICAL CENTER

DESIGN SPECIALTY CARE BUILDING

MANCHESTER, NH

00 01 10-3

08 14 00 Interior Wood Doors 01-21 08 31 13 Access Doors and Frames 04-22 08 41 13 Aluminum-Framed Entrances and Storefronts 01-21 08 71 00 Door Hardware (Including Hardware Sets and Hardware Cuts) 05-22 08 80 00 Glazing 01-21 08 84 13 Decorative Plastic Glazing 08 87 00 Glazing Surface Films 08 90 00 Louvers and Vents 01-21

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 01-21 09 05 61 Moisture Vapor Control System 09 21 17 Shaft Wall Assemblies 09 22 16 Non-Structural Metal Framing 06-18 09 29 00 Gypsum Board 04-20 09 30 13 Ceramic/Porcelain Tiling 01-21 09 51 00 Acoustical Ceilings 12-18 09 65 13 Resilient Base and Accessories 01-21 09 65 16 Resilient Sheet Flooring 06-22 09 65 19 Resilient Tile Flooring 05-18 09 65 23 Rubber Flooring 09 68 00 Tile Carpeting 01-21 09 72 00 Wall Covering 01-21 09 72 13 High-Impact Wall Covering 09 81 00 Acoustical Insulation 09 91 00 Painting 01-21 09 91 13 Exterior Painting Schedule 09 91 23 Interior Painting Schedule

DIVISION 10 – SPECIALTIES

10 14 00 Signage 01-21 10 21 23 Cubicle Curtain Tracks 01-21 10 26 00 Wall and Door Protection 01-21 10 28 00 Toilet, Bath, and Laundry Accessories 01-21 10 44 13 Safety Specialties

DIVISION 11 – EQUIPMENT (N/A)

DIVISION 12 – FURNISHINGS

12 48 43 Entrance Floor Mats and Frames

VA MEDICAL CENTER

DESIGN SPECIALTY CARE BUILDING

MANCHESTER, NH

00 01 10-4

DIVISION 13 - SPECIAL CONSTRUCTION

13 05 41 Seismic Restraint Requirements for Non-Structural Components 01-21 13 21 49 Audiology Booth 01-21

DIVISION 14– CONVEYING EQUIPEMENT N/A

Volume 2 (Division 21 – 33) Refer to T.O.C. Preceding Volume 2

END OF TABLE OF CONTENTS

VA MEDICAL CENTER September 22, 2023 VA Project No. 608-315 DESIGN SPECIALTY CARE BUILDING

MANCHESTER, NH

SIGNAGE STANDARDS

APPENDIX – 1

MANCHESTER VAMC SIGNAGE STANDARDS

wayfinding | sign systems | art programs

FACILITY

SHEET

DESIGNER

DRAWN BY

VA Medical Center Manchester, New Hampshire

Amy Blades

MEA

SCALE

SIGN TYPE

DW-01

REVISIONS

07/25/2018

CreativeSignage.com P: 800.220.7446 F: 301.220.0289

HQ: 11460-B Edmonston Rd Beltsville, MD 20705

PROJECT

Interior Signage System

Conference Room

3B126

STAIRS

Interview In

Progress

Do Not Disturb

SIGN SYSTEM STANDARDS INTERIOR FAMILY OF COMPONENTS

Warehouse & Receiving

WOMEN

1”=4”

ROOM IDENTIFICATION &

SMALL DIRECTIONAL

NOTES:

ROOM IDENTIFICATION

TYPE: D1A/F/W — Notes: A, B, C, D, & E

SLIDER UNIT

TYPE: O/W — Notes: E & G

ROOM NUMBER

TYPE: D1A/W — Notes: A, B, & E

ROOM NUMBER

TYPE: SA/W — Notes: A, B, & E

PERMANENT MESSAGE

TYPE: P5/W — Notes: B & E

ROOM ID - PROJECTING SIGN

TYPE: G D/F — Notes: H & I

Waiting Room

ROOM ID - PROJECTING SIGN

TYPE: G D/F — Notes: H & I

A. 1" x 1/32" ADA Tactile Numbers & Grade II Braille

C. 3 Ply Non-Glare Acrylic Construction Subsurface UV Variable Dot Digitally Printed Background Color - CSS Off White Magnetically Mounted

D. Clear Acetate Insert with Futura Md Black Copy

E. Beveled Satin Anodized Aluminum Frame/Bracket with 75% Recycled Aluminum; Mechanically Fastens to Wall

G. 2 Ply Non-Glare Acrylic Construction Slider Unit - UV Variable Dot Digitally Printed Background & Copy

H. 3 Ply Non-Glare Acrylic Construction Subsurface UV Variable Dot Digitally Printed Background Color & Copy

- CSS Off White & Black Copy

I. Satin Anodized Aluminum Bracket with 75% Recycled Aluminum; Mechanically Fastens to Wall

J. ¼” Thick Clear Acrylic Panel with Subsurface UV Variable Dot Digitally Printed Graphic & Copy

K. Cut-Out Satin Aluminum Architectural Letters & Diamonds

B. 2 Ply Non-Glare Acrylic Construction Subsurface UV Variable Dot Digitally Printed Background Color , Graphic, & Copy - CSS Off White & Black Copy

L. Satin Anodized Aluminum Stand-Offs F. 2 Ply Non-Glare Acrylic Construction Subsurface UV Variable Dot Digitally Printed Background Color & Graphic with Surface Applied Vinyl Copy/Graphic

VA MEDICAL CENTER September 22, 2023 VA Project No. 608-315 DESIGN SPECIALTY CARE BUILDING

MANCHESTER, NH

GEOTECHNICAL REPORT

APPENDIX – 2

GEOTECHNICAL ENGINEERING REPORT

(Provided to the A/E by the VA)

Geotechnical Engineering Report VA Critical Care Building

Manchester, New Hampshire

April 6, 2017

Terracon Project No. J1165098

Prepared for:

WBRC Architects & Engineers

Bangor, Maine

Prepared by:

Terracon Consultants, Inc.

Manchester, New Hampshire

Terracon Consultants, Inc. 77 Sundial Ave. Suite 401W Manche ster, New Hampshire 03103

P (603) 647 9700 F (603) 647 4432 terracon.com

April 6, 2017

WBRC Architects & Engineers

44 Central Street

Bangor, ME 04401

Attn: Mr. Paul A. Moynok, P.E., LEED AP

T: (207) 947 4511 x387

E: paul.moynok@wbrcae.com

Re: Geotechnical Engineering Report

VA Critical Care Building

Manchester, New Hampshire

Terracon Project No. J1165098

Dear Mr. Moynok:

Terracon Consultants, Inc. (Terracon) is submitting, herewith, the results of our geotechnical evaluation for the above-referenced project. The purpose of this evaluation was to obtain information on subsurface conditions at the project site and, based on this information, provide recommendations regarding the design and construction of foundations and site development for the proposed building.

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, Inc.

Marc A. Gullison, E.I.T. Lawrence J. Dwyer, P.E.

Staff Geotechnical Engineer Principal

Carl W. Thunberg, P.E.

Geotechnical Department Manager

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Page

EXECUTIVE SUMMARY ...........................................................................................................iii

INTRODUCTION

PROJECT INFORMATION

2.1 Project Description

2.2 Site Location and Description

SUBSURFACE CONDITIONS

3.1 Typical Profile

3.2 Groundwater

3.3 Soil Laboratory Testing

RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.2 Earthwork

Site Preparation

Material Types

Compaction Requirements

Grading and Drainage

Earthwork Construction Considerations

4.3 Foundations

4.3.1 Foundation Design Recommendations

Foundation Construction Considerations

4.4 Seismic Considerations

4.5 Floor Slabs

Floor Slab Design Recommendations

Floor Slab Construction Considerations

4.6 Pavement

Pavement Design Recommendations

Pavement Construction Considerations

GENERAL COMMENTS

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APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Exhibit A-2 Exploration Plan - Aerial Exhibit A-3 Exploration Plan – Proposed Layout Exhibit A-4 Field Exploration Description Exhibits A-5 to A-17 Boring Logs B-1 to B-13

APPENDIX B – SOIL LABORATORY TESTING

Exhibit B-1 Laboratory Testing Description Exhibit B-2 Laboratory Results

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System

VA Critical Care Building - 718 Smyth Road ■ Manchester, New Hampshire

April 6, 2017 ■ Terracon Project No. J1165098

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EXECUTIVE SUMMARY

A geotechnical engineering report has been completed for the proposed VA Critical Care Building, located at 718 Smyth Road in Manchester, New Hampshire. Thirteen test borings were advanced to depths ranging from 10.2 and 25.3 feet below existing grade to provide geotechnical information within the proposed building footprint and pavement areas.

Site subsurface conditions generally consist 5 to 7 inches of bituminous concrete or 6 inches of topsoil over 2.2 to 8.5 feet of existing fill over silty sand native soil. Auger refusal on presumed bedrock was encountered at depths not expected to impact design or construction of foundations.

The following geotechnical considerations for project design and construction were identified and are discussed in the report:

The proposed building may be supported on conventional spread footing foundations bearing on proofrolled native soil. The floor slabs may be supported on structural fill over proofrolled existing fill.

We recommend existing foundation elements and utilities within the proposed building area and foundation bearing zone be removed. Existing fill will likely be encountered below footing subgrades. Existing fill should be overexcavated from the footing bearing zone and replaced with compacted structural fill.

Support of floor slabs and pavements on or above existing fill, is discussed in this report. There is an inherent risk for the owner that unsuitable material within or buried during re-grading will not be discovered.

The site is seismic Site Class C.

Site pavements may be constructed using standard DOT specified materials, and a recommended total granular base thickness of at least 12 inches.

Monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We recommend Terracon be retained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. Details are not included or fully developed in this summary; the report must be read in its entirety of a comprehensive understanding of the information contained herein. The section titled General

Comments should be read for an understanding of the report limitations.

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GEOTECHNICAL ENGINEERING REPORT

VA CRITICAL CARE BUILDING

718 SMYTH ROAD

MANCHESTER, NEW HAMPSHIRE

Terracon Project No. J1165098

April 6, 2017

INTRODUCTION

This report presents the results of our geotechnical engineering services performed for the proposed VA Critical Care Building, located at 718 Smyth Road in Manchester, New Hampshire, as shown on the Site Location (Exhibit A-1) in Appendix A. This evaluation was performed in general accordance with our proposal dated December 7, 2016.

Seven test borings (B-1 through B-7) were advanced proximal to the area of the proposed building to depths of 16.5 to 25.3 feet below the existing grade. Six test borings (B-8 through B-13) were advanced within proposed pavement areas. The Exploration Plan - Aerial (Exhibit A-2) and

Exploration Plan – Proposed Layout (Exhibit A-3) shows the approximate locations of the borings.

Boring logs indicating the encountered conditions are included in Appendix A. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

Subsurface soil conditions Seismic considerations

Groundwater conditions Slab design and construction

Earthwork Pavement recommendations

Foundation design and construction

PROJECT INFORMATION

2.1 Project Description

Item Description

Site Layout Exploration Plans on Exhibits A-2 and A-3 in Appendix A.

Structures 13,000 square foot (sf) Urgent Care and Outpatient Mental Health

Clinic

Finished Floor Elevation Not available. Assumed to match existing finished floor grade of

Building No. 5.

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Grading Preliminary grading plans not yet available. Minimal cuts and fills are anticipated.

2.2 Site Location and Description

Location 718 Smyth Road in Manchester, New Hampshire.

Existing Improvements Existing Building No. 5 surrounded by landscaped and paved areas.

Current Ground Cover Grass lawn with several trees and small vegetation. Paved parking areas.

Existing Topography

Approximately level, ranging from elevation (El.) 462 to 467 feet, based from topography shown site plan SP101, dated January 5, 2017, provided by WBRC Architects and Engineers.

SUBSURFACE CONDITIONS

3.1 Typical Profile

Based on the results of the explorations, subsurface conditions on the project site can be generalized as follows:

Description Depth to Bottom of

Stratum (feet) Material Encountered

Consistency /

Relative Density

Pavement / Topsoil 0.4 to 0.6 Bituminous concrete / topsoil Not Applicable

Existing Fill 2.2 to 8.0 Poorly-graded sand with gravel to silty sand with gravel, brown to gray

Very loose to dense

Native Soil 16.5 to >25.3 1

Silty sand with gravel to poorly-graded sand with gravel, brown to gray

Medium dense to very dense

1. Auger refusal was encountered between 15.5 and 22.0 feet at B-2, B-3, B-4, B-5, and B-7.

Conditions encountered at each exploration location are indicated on the individual exploration logs in Appendix A of this report. Stratification boundaries on the exploration logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Further details of the explorations can be found on the exploration logs.

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3.2 Groundwater

The boreholes were observed during drilling operations for the presence and level of groundwater.

Groundwater was encountered in one test boring, B-12, at 10 feet deep. 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.

3.3 Soil Laboratory Testing

Laboratory testing, consisting of gradation and moisture content, was performed on representative soil samples recovered from the test borings. Laboratory test results are included in Appendix B.

RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The proposed building may be supported on shallow spread footings bearing on proofrolled native soil. Overexcavation up to 4 feet may be necessary for spread footings in areas of deeper existing fill. The floor slabs may derive support from compacted structural fill placed over proofrolled existing fill.

The proposed building will be constructed partially over the footprint of the existing Building No.

5. We recommend existing foundation elements and utilities within the proposed building area and within the foundation bearing zone be removed. Removal of building foundations should also include removal of loose backfill found adjacent to foundations.

If existing fill or unsuitable materials are encountered below footing subgrades, they should be overexcavated from the footing bearing zone (defined as the volume beneath 1 horizontal to 1.5 vertical lines extending downward and outward from lower edges of the footing) and replaced with compacted structural fill as described in Section 4.2 Earthwork.

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

However, even with the recommended construction testing services, there is an inherent risk for the owner that unsuitable material within or buried during re-grading will not be discovered. This risk of unforeseen conditions cannot be eliminated completely, but can be reduced by performing additional testing and evaluation at the time of construction, such as additional test pits and proof-

Responsive ■ Resourceful ■ Reliable 4 rolling. Where unsuitable conditions are observed, the materials should be replaced with compacted structural fill.

Provided the owner is willing to accept the risk of supporting pavements over the existing fill materials in exchange for reduced construction costs, inorganic stable portions of the existing fill can be left in place for support of the pavements. Undocumented fill may contain soft soils or other unsuitable materials; if they are present and are not discovered and corrected during construction, larger than normal settlement resulting in cracking or other damage could occur in pavements and utilities supported on or above the existing fill.

We recommend the geotechnical engineer be retained to evaluate the bearing material for the foundations and floor slab subgrade soils. Subsurface conditions, as identified by the field testing program, have been reviewed and evaluated with respect to the proposed building plans known to us at this time.

4.2 Earthwork

The following subsections present recommendations for site preparation, excavation, subgrade preparation, and placement of fill for the project. The recommendations presented for design and construction of earth-supported elements, including foundations and slabs, are contingent upon the recommendations outlined in this section.

Evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during construction.

Site Preparation

The proposed building will be constructed partially over the footprint of the existing Building No.

5. We therefore recommend foundation systems be removed within the proposed building area and the foundation bearing zone, which is defined as the volume below 2/3 horizontal (H) to 1 vertical (V) lines extending outward and downward from the lower edges of the footing. The resulting excavation should be filled with compacted lifts of reused excavated soils.

For areas outside the proposed building footprint and foundation bearing zone, existing footings and utilities need only be removed where they conflict with proposed utilities and pavements. In such cases, existing footings and utilities should be removed from a depth of 3 feet below the affected utility or underside of pavement section. Areas disturbed during demolition of the existing structures and the removal of foundation elements should be evaluated by the geotechnical engineer or his representative prior to placement of fill. Disturbed soils should be undercut prior to placement of fill.

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Aside from existing foundation elements, removal of topsoil, vegetation, and otherwise unsuitable materials should be completed prior to excavation and placement of structural fill or concrete.

Wet or disturbed material should either be removed or moisture conditioned and recompacted.

Exposed foundation and floor slab subgrades in granular soils should be proofrolled where possible to aid in locating loose or soft areas. Proofrolling can be performed with at least six passes of a minimum 10-ton (static weight) vibratory roller compactor in open areas, or in areas with limited access, a walk-behind compactor capable of imparting a similar amount of energy may be used.

A geotechnical engineer, or his/her representative, should review the subgrade preparation.

Soft/unstable material, as identified by the geotechnical engineer, should be overexcavated from the building footprint and footing bearing zones to competent material and replaced with compacted structural fill or ¾-inch minus crushed stone. Overexcavation efforts should be accomplished in accordance with the recommendations presented in section 4.3.2 Foundation

Construction Considerations.

Following subgrade preparation, structural fill may be placed, as necessary, and compacted to achieve design footing/slab level. Where subgrades become wet, unstable and/or difficult to proofroll, the use of minus ¾-inch crushed stone should be considered in lieu of structural fill.

Material Types

Fill and backfill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Structural Fill

GW, GW-GM, SW,

SW-SM, SP, GP 2

All locations and elevations.

Common Fill Varies 3

Common fill may be used for general site grading. Common fill should not be used under settlement or frost-sensitive structures. Excavated soil may be reused as common fill, provided it is free of organic matter and can be adequately compacted.

Crushed Stone GP For use on wet subgrades and as drainage fill. Should be uniform ¾-inch angular crushed stone.

1. Compacted fill should consist of approved materials free of organic matter and debris. Frozen material should not be used. Fill should not be placed on a frozen subgrade.

2. Imported structural fill should meet the following gradation (NHDOT Section 508):

Percent Passing by Weight

Sieve Size Structural Fill

3″ 100

2″ 95 - 100

1″ (55 – 85)*

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Fill Type 1 USCS Classification Acceptable Location for Placement

No. 4 27 - 52

No. 200 0 – 12

*At least 50 percent by weight of 1-inch or greater particle size shall have a fractured face

3. Common fill should have a maximum particle size of 6 inches and no more than 25 percent by weight passing the US No. 200 sieve.

Existing fill materials free of organic matter may be selectively reused as common fill throughout the site, provided material larger than 6 inches in diameter is removed, it is free of deleterious materials, and it can be adequately compacted. Silty soils are considered frost susceptible and should not be used in the upper 18 inches of pavements or exterior concrete slabs or sidewalks.

Existing fill materials containing organic matter are considered unsuitable for pavement or building support but may be reused in landscape areas. Existing topsoil may be reused as topsoil for general site grading.

Compaction Requirements

Fill Lift Thickness 8 inches or less in loose thickness

Minimum Compaction Requirements 1 95 percent maximum Modified Proctor dry density (ASTM

D1557)

Moisture Content – Granular Material Workable moisture levels

1. We recommend structural 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.

Grading and Drainage

Adequate drainage should be provided at the site to reduce the likelihood of an increase in moisture content of the foundation soils. Pavement or parking areas should be sloped away from the building to reduce the likelihood of water ponding near the structure.

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

The contractor should be required to maintain a stable subgrade during construction and prevent groundwater, if encountered, and surface water runoff from collecting in excavations. Subgrade

Responsive ■ Resourceful ■ Reliable 7 soils becoming unstable because of water and/or reworking by construction activity should be replaced with compacted structural fill or crushed stone, as necessary. Disturbance due to poor excavation technique or failure to protect subgrades should be stabilized at the contractor’s expense.

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. Temporary excavations will probably be required during grading operations. The contractor, by contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the 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 current OSHA Excavation and

Trench Safety Standards.

The geotechnical engineer 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 before construction of foundations.

4.3 Foundations

The proposed building may be supported on shallow spread footing foundations bearing on proofrolled native soil. Design recommendations and construction considerations for spread footings are presented in the following sections.

4.3.1 Foundation Design Recommendations

Description Value

Net Allowable Bearing Pressure 1 6,000 psf

Minimum Isolated Spread Footing Width 24 inches

Minimum Embedment Below Finished Grade 2 48 inches

Approximate Total Settlement 3 1 inch

Estimated Differential Settlement 3 ½ inch

Total Soil Unit Weight (γ) 120 pcf

Passive Earth Pressure Coefficient, Kp 4 3.0

Ultimate Coefficient of Sliding Friction 5 0.5 (ultimate)

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable material or soft soils, if encountered, will be undercut and replaced with engineered fill.

2. For frost protection and to reduce effects of seasonal moisture variations in subgrade soils. For perimeter footings and footings beneath unheated areas.

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3. Foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footing, the thickness of compacted fill, and the quality of the earthwork operations.

4. Passive pressure calculated with this parameter should be reduced by at least a factor of safety of 3, to reflect the amount of movement required to mobilize the passive resistance.

5. A factor of safety of at least 1.5 should be applied to the sliding resistance.

Site underground utilities, light standard foundations, drainage structures, and the like may be soil supported in a similar manner to building footings. Foundations for site appurtenances may be designed on the basis of a net allowable bearing pressure of 6,000 psf. However, the net allowable bearing pressure should be reduced to 4,000 psf, if the foundation dimensions are less than the recommended minimum.

The underside of interior footings not exposed to outside temperatures should be at least 18 inches below finished floor level. If interior footings are to be exposed to freezing temperatures during construction, the underside of interior footings should be at least 48 inches below adjacent grade unless underlain by crushed stone to the frost depth of 48 inches. If construction occurs during cold weather, the soil bearing surfaces in exposed footing excavations should be protected from frost.

Foundation Construction Considerations

The base of prepared foundation excavations should be free of water, loose soil, and deleterious materials prior to placing concrete. Concrete should be placed soon after excavation, compaction, and fill placement to reduce bearing soil disturbance. Should the soils at bearing level become wet, disturbed, or frozen, the affected soil should be removed prior to placing concrete. The geotechnical engineer should be retained to observe and test the soil foundation bearing materials.

If unsuitable bearing soils are encountered in footing excavations, the excavations should be extended deeper to suitable soils and replaced with structural fill or crushed stone.

Overexcavation for compacted structural fill or crushed stone placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with structural fill placed in lifts of 8 inches or less in loose thickness and compacted to at least 95 percent of the modified Proctor maximum dry density (ASTM D1557). The overexcavation and backfill procedure is described in the following figure.

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4.4 Seismic Considerations

Code Used International Building Code 2009 1

Site Class C1

Maximum Considered Earthquake Ground Motions 2

0.2 second Spectral Response Acceleration, Ss

1.0 second Spectral Response Acceleration, S1

0.352g

0.080g

Liquefaction Potential in Event of an Earthquake 3 Not susceptible

1. The International Building Code 2009 uses a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope requested does not include a 100-foot soil profile determination; the borings performed for this report extended to a maximum depth of 25.3 feet.

However, we expect soil at least as dense as was encountered or bedrock to extend to a depth of

100 feet.

2. Maximum considered earthquake ground motions are mapped at 5% critical damping for site class B.

3. The design earthquake considered has an average magnitude of 5.8 at an exceedance probability of

2% in 50 years.

4.5 Floor Slabs

Floor Slab Design Recommendations

Floor Slab Support 1 Minimum 12-inch thick layer of compacted structural fill

Modulus of Subgrade Reaction 2 150 pounds per square inch per in (psi/in)

1. Floor slab should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation.

2. Modulus of Subgrade Reaction accounts for the 12-inch thick structural fill layer.

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Where appropriate, control joints should be saw-cut in the slab to help control the location and extent of cracking. The slab designer should refer to the ACI Design Manual for additional recommendations.

The use of a vapor retarder should be considered beneath a concrete floor slab covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

Floor Slab Construction Considerations

Following excavation to design slab subgrade elevation, the subgrade should be reviewed and, if granular materials are encountered, proofrolled with a minimum 10-ton (static weight) vibratory roller compactor as described in section 4.2 Earthwork of this report. Alternately, in areas with limited access, a walk-behind compactor capable of imparting a similar amount of energy may be used. Following proofrolling, compacted structural fill may be placed as necessary to achieve slab subgrade.

On most project sites, site grading is generally accomplished early in the construction phase.

However, as construction proceeds, the subgrade may be disturbed because of utility excavations, construction traffic, precipitation, etc. Particular attention should be paid to high-traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas with unsuitable conditions should be replaced with compacted structural fill.

Subgrades should be moisture conditioned and properly compacted to the recommendations in this report, immediately before placement of concrete.

4.6 Pavement

For areas where new pavement is to be constructed we recommend the following.

Pavement Design Recommendations

Pavement Type

Bituminous

Concrete Top

Course

Bituminous

Concrete Binder

Course

Portland

Cement

Concrete

Granular

Base Course

Total

Thickness

Flexible 1.5 2.5 N/A 12 16

Rigid N/A N/A 5 12 17

Responsive ■ Resourceful ■ Reliable 11

Pavement designs were based on AASHTO Guide for Design of Pavement Structures (1993) and our experience with similar projects. The thickness of each course is a function of subgrade strength, traffic, design life, and serviceability factors. Frost susceptibility is a factor in the overall pavement section thickness. The design of pavement thickness was based on:

50,000 18-kip ESALs for parking areas, driveways and truck access lanes

Subgrade rating of “fair”, based on the encountered subsurface conditions

Design life of 20 years

Rigid concrete pavement is recommended at the location of dumpsters where refuse trucks will park, areas of channelized traffic, and loading areas. For dumpster pads, as a minimum, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. Concrete pavements should be reinforced and have relatively closely spaced control joints.

The outer edges of concrete pavement are susceptible to damage as trucks move from the concrete to the adjacent bituminous concrete. Therefore, the concrete thickness of the outer 2 feet of the concrete pavement should be increased to 12 inches. Concrete pavements should be protected from construction traffic until a compressive strength of at least 4,000 psi has been achieved. The above sections represent minimum thicknesses and, as such, periodic maintenance should be anticipated.

The granular subbase should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D1557. The bituminous concrete should be placed in accordance with the

New Hampshire Department of Transportation (NHDOT) Standard Specifications for Road and

Bridge Construction, 2010. Pavement components should meet the following material specifications from the NHDOT Standard Specifications:

Pavement Component Specification

Bituminous Concrete Top Course 1/2-inch max. aggregate size – Section 401 Table 1

Bituminous Concrete Binder Course 3/4-inch max. aggregate size – Section 401 Table 1

Granular Base Course Crushed Stone (Fine) - Item 304.4

Portland Cement Concrete 1 Class AAA Concrete – Section 520 Table 1A

1. Minimum compressive strength of 4,000 psi.

Pavement Construction Considerations

Pavement subgrades prepared early in the project should be carefully evaluated as the time for pavement construction approaches. Pavement areas should be stripped of unsuitable materials and compacted with at least six passes with a minimum 10-ton (static weight) vibratory roller

April 6, 2017 ■ Terracon Project No. J1165098

Responsive ■ Resourceful ■ Reliable 12 compactor, before being proofrolled with a loaded tandem-axle dump truck. Particular attention should be paid to high traffic areas that were rutted and disturbed and in areas where backfilled trenches are located. Areas with unsuitable conditions should be repaired by replacing the materials with properly compacted fill. When proofrolling/subgrade stabilization has been completed to the satisfaction of the geotechnical engineer, the aggregate base may be placed.

Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade, contributing to frost action and premature pavement deterioration. Future performance of pavements constructed on the site will be dependent upon maintaining stable moisture content of the base course soils. The performance of pavements may be enhanced by reducing excess moisture that can reach the base soils. The following recommendations should be considered:

Grading the site to a minimum 2 percent slope away from the pavements;

Installing an edge drain at the edge of the pavement on the higher sides of the site;

Placing compacted backfill against the exterior side of curb and gutter; and, Placing curb and gutter directly on subgrade soils without the use of base course materials.

Preventative maintenance should be planned and provided through an on-going pavement management program in order to enhance future pavement performance, slow the rate of pavement deterioration, and preserve the pavement investment. Preventative maintenance, which consists of both localized maintenance, e.g., crack and joint sealing and patching, and global maintenance, e.g., surface sealing, is usually the first priority when implementing a planned pavement maintenance program, and provides the highest return on investment for pavements.

Prior to implementing such a program, additional engineering observation is recommended to assess the type and extent of preventative maintenance.

GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications, so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtained from the explorations performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between explorations, across

Responsive ■ Resourceful ■ Reliable 13 the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified, so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

APPENDIX A

FIELD EXPLORATION

SITE LOCATION

Manchester VA Critical Care Building 718 Smyth Rd

Manchester, NH

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY

QUADRANGLES INCLUDE: MANCHESTER NORTH, NH (1/1/1985) and MANCHESTER SOUTH, NH (1/1/1985).

77 Sundial Ave Ste 401W

Manchester, NH 03103-7236

J1165098 Project Manager:

Drawn by:

Checked by:

Approved by:

MAG

LJD

LJD

1”=2,000’ J1165098 Ex

April 2017

Project No.

Scale:

File Name:

Date:

A-1

Exhibit

CWT

SITE

EXPLORATION PLAN - AERIAL

Manchester VA Critical Care Building 718 Smyth Rd

Manchester, NH

77 Sundial Ave Ste 401W

Manchester, NH 03103-7236

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

J1165098

AERIAL PHOTOGRAPHY PROVIDED

BY MICROSOFT BING MAPS

MAG

LJD

LJD

AS SHOWN

J1165098 Ex

April 2017

Scale:

A-2

Exhibit Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

File Name:

Date:

CWT

B-1

B-2

B-3

B-4

B-5

B-6

B-7

B-8

B-9

B-10

B-11

B-12

B-13

Proposed

Building

Existing

Building

A-3

CWT

MCR

CWT

As shown

Drawn By:

Checked By:

Approved By:

Project Mngr:

File No.

Date:

Scale:

Project No.

EXHIBIT

LJD

Prepared For:

WBRC Architects and Engineers

J1165098-A3.dwg

April 2017

B-1

J1165098

77 Sundial Avenue, Suite 401W

PH. (603)647-9700

Manchester, NH 03103

Fax. (603)647-4432

MANCHESTER VA CRITICAL CARE BUILDING

718 SMYTH ROAD

MANCHESTER, NEW HAMPSHIRE

VA Critical Care Building ■ Manchester, New Hampshire

Responsive ■ Resourceful ■ Reliable Exhibit A-4

Field Exploration Description

Our field exploration consisted of performing thirteen soil borings at the project site. The borings were extended to depths of about 10.2 to 25.3 feet below the existing grades. The boring locations were laid out in the field by Terracon personnel. The approximate boring locations are indicated on Exhibits A-2 and A-3. The ground surface elevations indicated on the boring logs are also approximate, likely within 1 foot, and were interpreted from topography shown site plan

SP101, dated January 5, 2017, provided by WBRC Architects and Engineers. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them.

The borings were drilled with a truck-mounted drill rig using hollow-stemmed augers to advance the boreholes. Samples were obtained using a split-barrel sampler and Standard Penetration

Test (SPT) procedures. In the SPT procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground with a 140-pound hammer falling a distance of 30 inches.

An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed for this project. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT N-value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report.

The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the standard penetration resistance value. These values are indicated on the boring logs at the corresponding depths of occurrence.

Field logs of the borings were prepared by Terracon personnel. The samples were sealed and returned to the laboratory for testing and classification. Each log included visual classification of the materials encountered during drilling as well as the personnel's interpretation of the subsurface conditions between samples. The boring logs included with this report represent an interpretation of the field logs by a geotechnical engineer and include modifications based on laboratory observation and tests on select samples.

10-9-6-10 N=15

8-11-7-13 N=18

7-8-6-9 N=14

12-21-21-38 N=42

14-30-34-45 N=64

19-40-40-100 N=80

70-50/2"

50/2"

0.6

4.5

25.0 25.2

7-inches of bituminous concrete FILL - POORLY GRADED SAND WITH GRAVEL , trace silt, orange-brown to light brown, medium dense

FILL - POORLY GRADED SAND WITH GRAVEL , light brown, to SILTY SAND WITH GRAVEL, dark brown, medium dense

SILTY SAND (SM), trace gravel, gray-brown, medium dense to very dense

2-inch layer of brown poorly graded sand at 6 feet

Note:

Moist auger cuttings from 17 to 20 feet

Pulverized rock fragments, orange to white Boring Terminated at 25.2 Feet

465.5+/-

461.5+/-

441+/- 441+/-

G R

A P

H

IC

L O

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Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

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DEPTH

LOCATION

Latitude: 43.011251° Longitude: -71.442112°

See Exhibit A-2

W A

T E

R C

O N

T E

N T

ELEVATION (Ft.)

Approximate Surface Elev: 466 (Ft.) +/-

S A

M P

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T

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F t.)

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C O

V E

R Y

In

718 Smyth Road Manchester, New Hampshire

SITE:

Advancement Method:

2.25-inch I.D. hollow stem augers

Abandonment Method:

Boring backfilled with soil cuttings and cold patch upon completion.

Notes:

Project No.: J1165098

Drill Rig: CME-75 Truck

Boring Started: 1/19/2017

BORING LOG NO. B-1

WBRC Architects and Engineers

CLIENT:

Driller: Terracon/S. Shaw

Boring Completed: 1/19/2017

Exhibit: A-5

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Manchester VA Critical Care Building

77 Sundial Ave Ste 401W Manchester, NH

No free water observed

WATER LEVEL OBSERVATIONS

6-7-10-7 N=17

34-5-8-9 N=13

3-12-20-25 N=32

25-25-20-19 N=45

10-25-36-36 N=61

22-41- 50/0"

0.5

5.0

16.5

6.5-inches of bituminous concrete FILL - POORLY GRADED SAND WITH GRAVEL , orange-brown, to SILTY SAND, gray-brown, medium dense

FILL - SILTY SAND , trace organic matter, brown, medium dense

FILL - POORLY GRADED SAND WITH SILT AND GRAVEL , light gray, medium dense

SILTY SAND (SM), trace gravel, gray, dense to very dense

Auger refusal at 16.5 Feet

465.5+/-

461+/-

449.5+/-

G R

A P

H

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Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

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DEPTH

LOCATION

Latitude: 43.011422° Longitude: -71.44195°

See Exhibit A-2

W A

T E

R C

O N

T E

N T

ELEVATION (Ft.)

Approximate Surface Elev: 466 (Ft.) +/-

S A

M P

LE

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W A

T E

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A T

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D E

P T

H

F t.)

R E

C O

V E

R Y

In

718 Smyth Road Manchester, New Hampshire

SITE:

Advancement Method:

2.25-inch I.D. hollow stem augers

Abandonment Method:

Boring backfilled with soil cuttings and cold patch upon completion.

Notes:

Project No.: J1165098

Drill Rig: CME-75 Truck

Boring Started: 1/19/2017

BORING LOG NO. B-2

WBRC Architects and Engineers

CLIENT:

Driller: Terracon/S. Shaw

Boring Completed: 1/19/2017

Exhibit: A-6

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Manchester VA Critical Care Building

77 Sundial Ave Ste 401W Manchester, NH

15-11-8-10 N=19

10-7-8-4 N=15

2-6-11-16 N=17

13-15- 50/5"

50/5"

50/4"

0.5

7.0

10.0

19.0

Topsoil FILL - POORLY GRADED SAND WITH SILT , trace gravel, gray-brown, medium dense

FILL - POORLY GRADED SAND , trace silt and gravel, light brown, medium dense

SILTY SAND (SM), trace gravel, gray-brown, very dense

Rock fragments, orange to black

Auger resistance 10 to 15 feet

Pulverized rock fragments with sand

Auger resistance 15 to 19 feet

Auger refusal at 19 Feet

465.5+/-

459+/-

456+/-

447+/-

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

T H

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LT

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DEPTH

LOCATION

Latitude: 43.011721° Longitude: -71.441586°

See Exhibit A-2

W A

T E

R C

O N

T E

N T

ELEVATION (Ft.)

Approximate Surface Elev: 466 (Ft.) +/-

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

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R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

718 Smyth Road Manchester, New Hampshire

SITE:

Advancement Method:

2.25-inch I.D. hollow stem augers

Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: J1165098

Drill Rig: CME-75 Truck

Boring Started: 1/18/2017

BORING LOG NO. B-3

WBRC Architects and Engineers

CLIENT:

Driller: Terracon/S. Shaw

Boring Completed: 1/18/2017

Exhibit: A-7

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Manchester VA Critical Care Building

77 Sundial Ave Ste 401W Manchester, NH

15-11-7-6 N=18

3-2-2-8 N=4

6-13-15-15 N=28

14-25-21-25 N=46

4-21-31-40 N=52

50/2"

50-50/0"

0.5

8…