ATTACHMENT 14 - Addendum 1.pdf

DATE: 05/30/2023

Addendum No. 1

516-349

Bay Pines VAMC

Construct Dental Clinic

This Addendum supplements and amends the original Drawings and Specifications for the above referenced project. This Addendum shall be forwarded to all Prime Bidders and all appropriate building code authorities. This Addendum shall be taken into account in the preparation of bids and shall become a part of the Contract

Documents.

Receipt of this Addendum must be acknowledged on the Form of Proposal.

Questions or comments should be directed to David Kattler at the VA

This addendum consists of 6 Specification Sections and 9 Sheets

General Summary

1. Added Geotechnical and Asbestos Reports to the Specifications.

2. Added requirement that the Project Superintendent, Site Safety and Health Officer

(SSHO), and Quality Control Manager are to be separate, qualified individuals.

3. Added KEE Roofing requirements.

4. Revised Basis of Design for Carpet CPT-01

5. Revised Basis of Design for Bariatric Patient Lift.

6. Revised Chilled Water Drawings and Specifications

Specifications

1. 00 02 00 – Added Geotechnical Report

2. 00 03 00 – Added Asbestos Report

3. 01 35 26 – Safety Requirements

a. Section 1.7.C. Added requirement that the SSHO must be separate, qualified individual from the Prime Contractor’s Superintendent or Quality

Control Manager with duties only as the SSHO.

4. 01 45 00 – Quality Control

a. Section 3.4.B. Removed statement that CQC Manager can also have duties as Project Superintendent.

b. Section 3.4.C. Revised statement “the Quality Control manager can perform other duties”, to Quality Control Manager can have no other duties other than Quality Control.

5. 07 54 16 – Ethylene Interpol (KEE) Roofing

a. Revised Sections 1.3 Performance Requirements to include Roofing System

Physical Properties Physical Requirements

b. Added Basis of Design Product to Section 2.1 KEE Membrane Roofing.

6. 23 03 11 – HVAC and Boiler Insulation

a. Section 2.7.J.K – Added Stainless Steel Jacket Requirements

b. Section 3.1.P.1 – Added requirements for Stainless Steel Jacket.

Drawings

1. GI001 – Cover Sheet

a. Revised Drawing Index. Added Sheets ‘MP100 – Mechanical Piping Site /

Domiciliary Plan’ & ‘CS-403 – Chilled Water Profiles’

2. CS-170 – Overall Utility Plan

a. Revised Chilled Water Utility Line.

b. Added Note for Contractor to retain an Arborist to determine least invasive path of chilled water line.

3. CS-171 – Utility Plan

a. Revised Chilled Water Utility Line.

4. Added CS-403 – Chilled Water Profiles

a. Added Chilled Water Profile and Riser Detail.

5. AF101 – Finish Plans

a. Finish Legend:

i. Revised CPT-1 Carpet Tile to Mannington Water Too: Sand Dunes

12244

6. QH701 – FF&E

a. Equipment Schedule:

i. Revised Tag #15: Bariatric Patient Lift to LikoGuard XL 800, or equivalent.

7. M-001 – Mechanical Legends, Symbols, & General Notes

a. Updated Sheet List. Added MP100

8. Added MP100 – Mechanical Piping Site / Domiciliary Plan

a. Added drawing to show tie-in to existing chilled water system at the

Domiciliary Mechanical Room.

9. MY503 – Mechanical Details

a. Added details for pipe wall and floor penetrations.

End of Addendum No. [1]

ONSTRUCT DENTAL CLINIC TABLE OF CONTENTS

VAMC BAY PINES, FLORIDA

01-01-21

00 01 10-1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

SECTION NO. DIVISION AND SECTION TITLES DATE

DIVISION 00 - SPECIAL SECTIONS

00 01 15 List of Drawing Sheets 05-20

00 02 00 Geotechnical Report 07-21

00 03 00 Asbestos Report 05-21

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 01-21

01 32 16.15 Project Schedules (Small Projects – Design/Bid/Build 03-20

01 33 23 Shop Drawings, Product Data, and Samples 05-17

01 35 26 Safety Requirements 07-20

01 42 19 Reference Standards 11-20

01 45 00 Quality Control 02-21

01 45 29 Testing Laboratory Services 11-18

01 45 35 Special Inspections 03-19

01 57 19 Temporary Environmental Controls 01-21

01 74 19 Construction Waste Management 01-21

01 81 13 Sustainable Construction Requirements 10-17

01 91 00 General Commissioning Requirements 10-15

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition 08-17

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 01-21

03 48 00 Pre-Cast Concrete U-Lintel & Sill 06-21

DIVISION 04 – MASONRY

04 20 00 Unit Masonry 08-17

DIVISION 05 – METALS

05 12 23 Structural Steel 10-22

05 31 00 Steel Decking 01-21

05 40 00 Cold-Formed Metal Framing 01-21

05 50 00 Metal Fabrications 08-18

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

00 01 10-2

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 21 13 Thermal Insulation 01-21

07 22 00 Roof and Deck Insulation 01-21

07 27 27 Fluid-Applied Membrane Air Barrier 01-21

07 42 43 Composite Wall Panels

07 54 16 Ethylene Interpolymer (KEE) Roofing 01-21

07 60 00 Flashing and Sheet Metal 01-21

07 71 00 Roof Specialties 01-21

07 72 00 Roof Accessories 01-21

07 92 00 Joint Sealants 10-17

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 01-21

08 14 00 Interior Wood Doors 01-21

08 31 13 Access Doors and Frames 01-21

08 41 13 Aluminum-Framed Entrances and Storefronts 01-21

08 44 13 Glazed Aluminum Curtain Walls 04/20

08 71 00 Door Hardware 01-21

08 71 13.11 Low Energy Power Assist Door Operators 01-21

08 80 00 Glazing 01-21

08 90 00 Louvers and Vents 01-21

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 01-21

09 22 16 Non-Structural Metal Framing 06-18

09 24 00 Portland Cement Plastering 01-21

09 29 00 Gypsum Board 04-20

09 30 13 Ceramic/Porcelain Tiling 01-21

09 51 00 Acoustical Ceilings 12-18

09 54 23 Linear Metal Ceilings 01-21

09 65 13 Resilient Base and Accessories 01-21

09 65 16 Resilient Sheet Flooring 05-18

09 65 19 Resilient Tile Flooring 05-18

09 67 23.20 Resinous with Vinyl Chip Broadcast 12-21

09 68 00 Carpeting 01-21

09 91 00 Painting 01-21

09 96 56 Epoxy-Acrylate Weather Proofing Coating 12-22

DIVISION 10 – SPECIALTIES

10 26 00 Wall and Door Protection 01-21

10 26 41 Bullet Resistant Panels 05-15

10 28 00 Toilet, Bath, and Laundry Accessories 01-21

10 44 13 Fire Extinguisher Cabinets 08-18

10 51 23 Plastic Laminate-Clad Lockers

00 01 10-3

DIVISION 11 – EQUIPMENT

11 73 00 Ceiling Mounted Patient Lift System 08-20

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 08-17

12 31 00 Manufactured Metal Casework 05-15

12 34 00 Manufactured Plastic Casework 10-15

12 36 00 Countertops 12-18

DIVISION 13 - SPECIAL CONSTRUCTION

13 49 00 Radiation Protection 02-16

DIVISION 14– CONVEYING EQUIPEMENT

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16

21 13 13 Wet-Pipe Sprinkler Systems 06-15

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 09-20

22 05 12 General Motor Requirements for Plumbing Equipment 09-20

22 05 19 Meters and Gages for Plumbing Piping 09-20

22 05 23 General-Duty Valves for Plumbing Piping 09-20

22 07 11 Plumbing Insulation 09-19

22 08 00 Commissioning of Plumbing Systems 11-16

22 11 00 Facility Water Distribution 11-19

22 13 00 Facility Sanitary and Vent Piping 09-20

22 14 00 Facility Storm Drainage 09-15

22 40 00 Plumbing Fixtures 09-15

22 61 13.74 Dental Compressed-Air Piping 09-20

22 61 19.74 Dental Compressed-Air Equipment 09-20

22 62 00 Vacuum Systems for Laboratory and Healthcare Facilities 09-15

22 62 19.74 Dental Vacuum and Evacuation Equipment 09-15

22 63 00 Gas Systems for Laboratory and Healthcare Facilities 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR CONDITIONING

(HVAC)

23 05 11 Common Work Results for HVAC 02-20

23 05 12 General Motor Requirements for HVAC and Steam Generation Equipment 02-20

23 05 41 Noise and Vibration Control for HVAC Piping and Equipment 02-20

00 01 10-4

SECTION NO. DIVISION AND SECTION TITLES DATE

23 05 93 Testing, Adjusting, and Balancing for HVAC 02-20

23 07 11 HVAC and Boiler Plant Insulation 02-20

23 08 00 Commissioning of HVAC Systems 02-20

23 09 23 Direct-Digital Control System for HVAC 09-11

23 11 23 Facility Natural-Gas Piping 04-20

23 21 13 Hydronic Piping 02-20

23 21 23 Hydronic Pumps 02-20

23 23 00 Refrigerant Piping 02-20

23 25 00 HVAC Water Treatment 02-20

23 31 00 HVAC Ducts and Casings 02-20

23 34 00 HVAC Fans 02-20

23 36 00 Air Terminal Units 02-20

23 37 00 Air Outlets and Inlets 02-20

23 40 00 HVAC Air Cleaning Devices 03-20

23 52 33 Water-Tube Boilers 04-20

23 73 00 Indoor Central-Station Air-Handling Units 03-20

23 81 43 Air-Source Unitary Heat Pumps 03-20

23 82 16 Air Coils 03-20

DIVISION 25 – INTEGRATED AUTOMATION

25 10 10 Advanced Utility Metering System 02-10

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16

26 05 13 Medium-Voltage Cables 01-17

26 05 19 Low-Voltage Electrical Power Conductors and Cables 01-17

26 05 26 Grounding and Bonding for Electrical Systems 01-17

26 05 33 Raceway and Boxes for Electrical Systems 01-18

26 05 41 Underground Electrical Construction 01-17

26 05 73 Overcurrent Protective Device Coordination Study 01-18

26 08 00 Commissioning of Electrical Systems 11-16

26 09 23 Lighting Controls 01-18

26 12 19 Pad-Mounted, Liquid-Filled, Medium-Voltage Transformers 01-18

26 22 00 Low-Voltage Transformers 01-18

26 24 13 Distribution Switchboards 01-18

26 24 16 Panelboards 01-18

26 27 26 Wiring Devices 01-18

26 29 11 Motor Controllers 01-18

26 29 21 Enclosed Switches and Circuit Breakers 01-17

26 32 13 Engine Generators 01-18

26 36 23 Automatic Transfer Switches 01-17

26 41 00 Facility Lightning Protection 01-17

26 43 13 Surge Protective Devices 01-17

26 51 00 Interior Lighting 01-18

26 56 00 Exterior Lighting 01-18

00 01 10-5

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 09-19 27 05 26 Grounding and Bonding for Communications Systems 06-15

27 05 33 Raceways and Boxes for Communications Systems 10-18

27 08 00 Commissioning of Communications Systems 11-16

27 10 00 Control, Communication and Signal Wiring 06-15

27 11 00 Communications Equipment Room Fittings 06-15

27 15 00 Communications Structured Cabling 01-16

27 31 00 Voice Communications Switching and Routing Equipment 06-15

27 51 16 Public Address and Mass Notification Systems 10-18

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 04-18

28 05 13 Conductors and Cables for Electronic Safety and Security 10-18

28 05 26 Grounding and Bonding for Electronic Safety and Security 09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety and Security 09-11

28 08 00 Commissioning of Electronic Safety and Security Systems 11-16

28 13 00 Physical Access Control System 10-11

28 23 00 Video Surveillance 09-11

28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 00 Earthwork 07-16

31 23 00 Site Preparation, Excavation and Earthwork for Foundations 06-21

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16

32 12 16 Asphalt Paving 09-15

32 17 23 Pavement Markings 08-16

32 84 00 Planting Irrigation 08-16

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-16

33 10 00 Water Utilities 03-17

33 30 00 Sanitary Sewer Utilities 06-13

33 40 00 Storm Sewer Utilities 12-17

00 01 10-6

REPORT C OVER PAGE

Geotechnical Engineering Report

VAMC Bay Pines Dental Clinic

Bay Pines, Pinellas County, Florida

July 22, 2021

Terracon Project No. H4215009

Prepared for:

BDC/John Poe Architects

Dayton, OH

Prepared by:

Terracon Consultants, Inc.

Tampa, Florida

Terracon Consultants, Inc. 5463 W. Waters Ave., Suite 830 Tampa, FL 33634

P (813) 221-0050 F (813) 221-0051 terracon.com

REPORT C OVER LETTER TO SIGN

BDC/John Poe Architects

1156 E 3rd St.

Dayton, OH 45402-2130

Attn: Mr. Brad Reed

P: 800.362.1523

E: breed@johnpoe.com

Re: Geotechnical Engineering Report

VAMC Bay Pines Dental Clinic

10000 Bay Pines Blvd

Bay Pines, Pinellas County, Florida

Terracon Project No. H4215009

Dear Mr. Reed:

We have completed the Geotechnical Engineering services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. PH4215009 dated

January 28, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs and pavements for the proposed project.

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

Sincerely, Registry Number 8830

Stephen C. Knauss, P.E., D.GE Keith D. Bennett, P.E.

Senior Engineer Senior Geotechnical Engineer

Florida Registration No.: 28202 Florida Registration No.: 33075

This report has been digitally signed and sealed by Stephen C. Knauss, P.E. on date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

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REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

SEISMIC CONSIDERATIONS

FLOOR SLABS

PAVEMENTS

GENERAL COMMENTS

FIGURES

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the

GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION, SOIL SURVEY AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

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

http://client.terracon.com/

VAMC Bay Pines Dental Clinic ■ Bay Pines, Pinellas County, Florida

July 22, 2021 ■ Terracon Project No. H4215009

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REPORT SUMMARY

Topic Overview Statement

Project Description

11,730 square foot structure Max. Column loads: 35 kips, Max. Wall loads: 3 kips per lineal foot Up to 3 feet of fill to achieve final grade Little excavation other than foundation construction Expected traffic for pavement areas:

■ 200 autos/light trucks per day

■ Up to 10 medium-duty delivery/trash trucks per week

Geotechnical Characterization

Relatively “clean” loose to medium dense sands in the initial 10 feet Groundwater encountered at 3½ feet below the ground surface while drilling

Earthwork After demolition of the existing construction, proof-roll the site to improve the density of the loose to medium dense sands.

Shallow Foundations

Shallow foundations can be utilized to support the building Allowable bearing pressure = 2,000 psf Expected settlements: < 1-inch total, < ½-inch differential

Deep Foundations

Deep foundations are not necessary for this site.

Pavements

With subgrade prepared as noted in Earthwork.

Concrete:

■ 5 inches Concrete in Light Duty areas

■ 6 inches Concrete in Medium Duty areas

Asphalt:

■ 1½ inches Asphalt over 6 inches base in Light Duty areas

■ 2 inches Asphalt over 8 inches base in Medium Duty areas

General Comments

This section contains important information about the limitations of this geotechnical engineering report.

1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section of the report by simply clicking on the topic itself.

2. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes.

INTRODUCTION

Geotechnical Engineering Report

VAMC Bay Pines Dental Clinic

10000 Bay Pines Blvd

Bay Pines, Pinellas County, Florida

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed dental clinic to be located at 10000 Bay Pines Blvd in Bay

Pines, Pinellas County, Florida. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions ■ Foundation design and construction

■ Groundwater conditions ■ Floor slab design and construction

■ Site preparation and earthwork ■ Seismic site discussion per FBC

■ Demolition considerations ■ Stormwater pond considerations

■ Excavation considerations ■ Pavement design and construction

■ Dewatering considerations

The geotechnical engineering Scope of Services for this project included the advancement of four test borings to approximately 25 feet below existing site grades. In addition, three auger borings were advanced to approximately 5 feet. A double Ring Infiltration (DRI) test was conducted at approximately 2 feet below the existing ground surface.

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

Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the

Exploration Results section.

SITE CONDITIONS

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

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Item Description

Parcel Information

The project is located at 10000 Bay Pines Blvd in Bay Pines, Pinellas County, State.

Latitude/Longitude (approximate) 27.80784/-82.77556

See Site Location

Existing

Improvements

VAMC Bay Pines is a medical campus that includes many buildings and a cemetery. The proposed dental clinic will be in an area where there currently are modular buildings.

Current Ground

Cover

Ground cover includes a modular building, limited asphalt pavement as well as landscaping. The parking area that may be paved has solar panels with gravel under the panels to provide vehicular access to the parking.

Existing Topography The area is relatively flat with an elevation of about +9± feet NGVD.

PROJECT DESCRIPTION

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

Item Description

Information Provided Information was provided in a January 21, 2021 email. Additional information was provided during a kick-off meeting held on June 22, 2021.

Project Description The project involves the demolition of existing modular units and the construction of a dental clinic for the VA Bay Pines facility.

Proposed Structure

The project includes a single-story building with a footprint of about 11,730 square feet. The building will be slab-on-grade (non-basement) elevated above the flood plain. A parking lot with 50 parking spaces will be constructed. Future plans include an addition to the north. The parking area under the solar panels may be paved during this project.

Building Construction The building will utilize a combination of load bearing walls and columns for the structural system.

Finished Floor Elevation Approximately 3 to 4 feet above the existing ground elevation.

Maximum Loads

■ Columns: 35 kips

■ Walls: 2 to 3 kips per linear foot (klf)

■ Slabs: 140 pounds per square foot (psf)

Grading/Slopes Up to 3 feet of fill may be added in the building area.

Below-Grade Structures None are anticipated.

Free-Standing Retaining Walls

None are anticipated.

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Item Description

Pavements

Paved driveway and parking will be constructed for 50 spaces.

We assume both rigid (concrete) and flexible (asphalt) pavement sections should be considered.

Anticipated traffic is as follows:

■ Autos/light trucks: 200 vehicles per day

■ Light delivery and trash collection vehicles: 10 vehicles per week

■ Tractor-trailer trucks: <2 vehicles per week

The pavement design period is 20 years.

In addition, the existing area under the solar panels may be paved.

Estimated Start of Construction

GEOTECHNICAL CHARACTERIZATION

USDA Soil Survey

The USDA soil survey for Pinellas County notes that the soils on the site are Myakka soils and

Urban land (map unit 17) and possibly Immokalee soils and Urban land (map unit 13).

The Myakka soil is described as fine sand to a depth of about 80 inches, the total depth described.

The seasonal high groundwater table is described as 6 to 18 inches below the ground surface.

The Immokalee soil is also described as fine sand to about 80 inches, the total depth described.

The seasonal high groundwater is also described as 6 to 18 inches below the ground surface in undeveloped areas.

Subsurface Conditions

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

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model Layer Layer Name General Description

Sand Loose to medium dense poorly graded Sand (SP) and poorly graded Sand with silt (SP-SM)

2 Clayey Sand Very loose to very dense clayey Sand (SC)

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Model Layer Layer Name General Description

Highly Plastic

Clay Soft highly plastic Clay (CH) sometimes referred to as “fat” clay

4 Cemented Sand Loose to medium dense calcareously cemented clayey Sand (SC) and calcareously cemented Sand with clay (SP-SC)

The depth to groundwater was measured during drilling. It was found to be about 3½ feet below the ground surface. Note that this measurement was taken at the early stages of the “rainy” season. We estimate that the seasonal high groundwater table will be on the order of 1½ to 2½ feet toward the end of the “rainy” season at the end of September.

Double Ring Infiltration Test

A Double Ring Infiltration (DRI) test DRI-1 was conducted at the location as indicated on the

Exploration Plan. The test was conducted at a depth of 2 feet over a 4-hour period. The results are as follows:

■ Vertical infiltration rate: 6.5 inches per hour

■ Calculated horizontal infiltration rate: 9.7 inches per hour

These results do not include a factor of safety. The drainage designer should utilize a factor of safety when designing the stormwater management system.

GEOTECHNICAL OVERVIEW

The near surface soils are relatively loose and will need to be improved to provide sufficient support to allow the use of a shallow spread foundation system. This can be done utilizing normal site preparation operations. If the recommendations are presented in the Earthwork section of this report are followed, then the soils will be improved to allow the use of a shallow foundation system.

Either flexible (asphalt) or rigid (concrete) pavements may be utilized. The Pavements section addresses the design of pavement systems.

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

EARTHWORK

Earthwork is anticipated to include demolition, clearing and grubbing, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include quality criteria, as necessary, to render

Responsive ■ Resourceful ■ Reliable 5 the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements.

Site Preparation

Site preparation should include the demolition of all existing structures as well as sidewalks and pavement in the construction area. Underground utilities that will not be used in the new construction should be filled with an inert material or preferably, removed and replaced with compacted fill. Existing vegetation and root mat should be removed. Tree roots down to finger sized roots should be removed.

The subgrade in the building area should be proof-rolled with a vibratory roller with a minimum static weight of 20,000 pounds. The roller should make a minimum of 8 passes over the area with the latter four passes at right angles to the previous passes. The proof-rolling should be performed under the direction of the Geotechnical Engineer. Areas excessively deflecting under the proof-roll should be delineated and subsequently addressed by the Geotechnical Engineer.

Such areas should either be removed, or moisture conditioned and recompacted.

The purpose of the proof-rolling is to not only detect areas of poor surficial soils, but also to increase the density of the underlying soils. While the density of the surficial soils should be teste for compliance with the criteria noted below, the additional passes of the roller should be sufficient to improve the density of the deeper sands to provide the recommended allowable bearing capacity and reduce the potential settlement.

Fill Material Types

Fill required to achieve design grade should be classified as structural fill. Structural fill is material used below, or within 10 feet of structure or pavements. Earthen materials used for structural fill should meet the following material property requirements:

Soil Type 1, 2

USCS Classification Acceptable Parameters (for Structural Fill)

Sandy Soil SP, SP-SC, SP-SM Less than 12% Passing No. 200 sieve

1. Structural fill should consist of approved materials free of organic matter and debris. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

2. Model layer 1 soils can be used as structural fill.

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Fill Compaction Requirements

Fill should meet the following compaction requirements:

Item Structural Fill

Maximum Lift Thickness

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

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

Minimum Compaction

Requirements

98% of max. below foundations and within 1 foot of finished pavement subgrade

95% of max. above foundations, below floor slabs, and more than 1 foot below finished pavement subgrade

Water Content

Range

As required to achieve min. compaction requirements

1. Maximum density and optimum water content as determined by the modified Proctor test (ASTM D 1557).

Utility Trench Backfill

All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. Given the few fines in the soils it is likely that deeper excavations may require shoring.

Grading and Drainage

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

Exposed ground should be sloped and maintained at a minimum 3% away from the building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building construction and landscaping have been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure’s maintenance program. Where paving or flatwork abuts the structure, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration.

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Earthwork Construction Considerations

Shallow excavations for the proposed structure and the installation of underground utilities are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs. Construction traffic over the completed subgrades should be avoided.

The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction.

The groundwater table could affect over-excavation efforts and the installation of underground utilities. A temporary dewatering system consisting of sumps with pumps could be necessary to achieve the recommended depth of over-excavation. If necessary, a well point system may be utilized for dewatering to allow the installation of deeper utilities in the “dry”.

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

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

Construction Observation and Testing

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

Monitoring should include documentation of adequate removal of vegetation and topsoil, proof-rolling, and mitigation of areas delineated by the proof-roll to require mitigation.

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

In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. At a minimum, a density test should be conducted at the bottom of each column foundation. If unanticipated conditions are encountered, the Geotechnical

Engineer should recommend mitigation options.

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

SHALLOW FOUNDATIONS

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

Design Parameters – Compressive Loads

Item Description

Maximum Net Allowable Bearing pressure 1, 2

2,000 psf

Minimum Foundation Dimensions Columns: 30 inches

Continuous: 18 inches

Ultimate Passive Resistance

(equivalent fluid pressures) 40 pcf

Ultimate Coefficient of Sliding Friction 0.45

Minimum Embedment below

Finished Grade

18 inches for individual foundations

12 inches for turned down slabs

Estimated Total Settlement from

Structural Loads

Less than about 1 inch

Estimated Differential Settlement 2, 6

About ½ of total settlement

1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied.

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

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

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

5. Embedment necessary to achieve the recommended allowable bearing capacity.

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

Design Parameters - Uplift Loads

Uplift resistance of spread footings can be developed from the effective weight of the footing and the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism

Responsive ■ Resourceful ■ Reliable 9 defined by diagonal planes extending up from the top of the perimeter of the foundation to the ground surface at an angle, , of 20 degrees from the vertical can be included in uplift resistance.

The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum total unit weight of 110 pcf should be used for the backfill. This unit weight should be reduced to

50 pcf for portions of the backfill or natural soils below the groundwater elevation.

Foundation Construction Considerations

As noted in Earthwork, the footing excavations should be evaluated under the direction of the

Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed.

If unsuitable bearing soils are encountered at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. This is illustrated on the sketch below.

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Over-excavation for structural fill placement below footings should be conducted as shown below.

The over-excavation should be backfilled up to the footing base elevation, with structural fill placed, as recommended in the Earthwork section. Should the bottom of the footings be in water, then No. 57 stone can be used as backfill. Because of the nature of the No. 57 stone, additional compactions and testing is not required.

SEISMIC CONSIDERATIONS

Florida is under the jurisdiction of its own building code as opposed to the International Building

Code. The code is explicit that seismic provisions should not be utilized in Florida. If the VA requires seismic classification, we will be able to provide that information.

FLOOR SLABS

Design parameters for floor slabs assume the requirements for Earthwork have been followed.

Specific attention should be given to positive drainage away from the structure and positive drainage of the subgrade beneath the floor slab.

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Floor Slab Design Parameters

Item Description

Floor Slab Support

Minimum 6 inches of free-draining (less than 5% passing the U.S. No. 200 sieve) material compacted to at least 95% of ASTM D 1557 2, 3

Estimated Modulus of

Subgrade Reaction

125 pounds per square inch per inch (psi/in) for point loads

1. Floor slabs 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 is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower.

3. Free-draining granular material should have less than 5% fines (material passing the No. 200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions. Note that some of the soils of Model layer 1 satisfy the recommended criteria.

The use of a vapor retarder should be considered beneath concrete slabs on grade 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.

Saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should be sealed with a water-proof, non-extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments.

Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the length of the structural dowels. The Structural Engineer should account for potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means.

Floor Slab Construction Considerations

Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course.

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The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located.

PAVEMENTS

General Pavement Comments

Pavement designs are provided for the traffic conditions and pavement life conditions as noted in

Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement designs noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section.

Pavement Design Parameters

The design of the pavements has utilized the Florida Department of Transportation (FDOT) procedures for flexible and rigid pavements.

A Limerock Bearing Ratio (LBR) of 20 for existing soils, subgrade LBR of 40, and base LBR of

100 was used for the asphalt pavement designs. The existing soils likely do not have an LBR of

40 without stabilization and it is unlikely that typical imported fill material will have an LBR of 40 without stabilization. A modulus of subgrade reaction of 150 pci was used for the concrete pavement designs. The values were empirically derived based upon our experience with the described soil type subgrade soils and our understanding of the quality of the subgrade as prescribed by the Site Preparation conditions as outlined in Earthwork.

Pavement Section Thicknesses

The following table provides options for asphalt and concrete Sections:

Typical Pavement Section (inches)

Traffic Area Alternative

Asphalt

Surface

Course

Limerock, or

Crushed

Concrete

Base Course 1

Stabilized

Subgrade Concrete

Free

Draining

Subgrade

Car Parking Only

(Light Duty)

Concrete -- -- -- 5 12

Asphalt 1½ 6 12 -- --

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Typical Pavement Section (inches)

Traffic Area Alternative

Asphalt

Surface

Course

Limerock, or

Crushed

Concrete

Base Course 1

Stabilized

Subgrade Concrete

Free

Draining

Subgrade

Truck Traffic

Areas

(Medium duty)

Concrete - - - 6 12

Asphalt 2 8 12 - -

1. Base course materials should comply with FDOT Specification 911.

The asphalt pavement may use an SP-9.5 or SP-12.5 asphaltic mix, although the SP-9.5 will provide a smoother surface for this application. In areas of truck traffic an SP-12.5 asphaltic mix is preferred due its ability to resist shoving from the higher-pressure truck tires. Dishing in parking lots surfaced with asphalt is usually observed in frequently-used parking stalls (such as near the front of buildings) and occurs under the wheel footprint in these stalls. The use of higher-grade asphaltic cement, or surfacing these areas with concrete, should be considered. Concrete should also be considered where the trash collection truck will transmit higher wheel loads when emptying the dumpster.

Limerock may be used as a base course material if there is a minimum of 2 feet separation between the bottom of the base and the seasonal high groundwater level. If this separation cannot be provided, then we recommend a more water-resistant material such as crushed concrete (recycled concrete aggregate) be utilized for the base material.

Concrete for rigid pavements should have a minimum 28-day compressive strength of 4,000 psi and be placed with a maximum slump of 4 inches. Proper joint spacing will also be required to prevent excessive slab curling and shrinkage cracking. Joints should be spaced no more than 15 feet apart. Joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer.

Where practical, we recommend early-entry cutting of crack-control joints in concrete pavements.

Cutting of the concrete in its “green” state typically reduces the potential for micro-cracking of the pavements prior to the crack control joints being formed, compared to cutting the joints after the concrete has fully set. Micro-cracking of pavements may lead to crack formation in locations other than the sawed joints, and/or reduction of fatigue life of the pavement.

Concrete pavements will perform better than asphalt pavements in areas where short-radii turning and braking are expected (i.e., entrance/exit aprons) due to better resistance to rutting and shoving. In addition, concrete pavement will perform better in areas subject to large or sustained

Responsive ■ Resourceful ■ Reliable 14 loads. An adequate number of longitudinal and transverse control joints should be placed in the rigid pavement in accordance with ACI and/or AASHTO requirements. Expansion (isolation) joints must be full depth and should only be used to isolate fixed objects abutting or within the paved area.

Concrete pavement details for joint spacing, joint reinforcement, and joint sealing should be prepared in accordance with ACI 330 and ACI 325. PCC pavements should be provided with mechanically reinforced joints (doweled or keyed) in accordance with ACI 330.

Pavement Drainage – All Pavements

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 and contribute to premature pavement deterioration.

Pavement Maintenance

The pavement sections represent minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Therefore, preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment.

Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority when implementing a pavement maintenance program. Additional engineering observation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required.

Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements:

■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.

■ Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage.

■ Install joint sealant and seal cracks immediately.

GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this

Responsive ■ Resourceful ■ Reliable 15 report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services 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.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client.

Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

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FIGURES

Contents:

GeoModel

D

EP

TH

B

EL

O

W G

R A

D E

(F ee

t) VAMC Bay Pines - Dental Clinic Bay Pines, FL Terracon Project No. H4215009

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

GEOMODEL

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time.

Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details.

First Water Observation

Highly plastic Clay (CH) sometimes referred to as "fat" clay3

Calcareous cemented clayey Sand (SC) and calcareous cemented Sand with clay (SP-SC)4

LEGEND

Poorly-graded Sand

Clayey Sand

Poorly-graded Sand with Silt

Poorly-graded Sand with Clay

Model Layer General DescriptionLayer Name

Poorly graded Sand (SP) and Poorly graded Sand with silt

(SP-SM)1

Clayey Sand (SC)2

B-1 B-2 B-3 B-4 A-1 A-2 A-3

Highly Plastic Clay with Sand

HIGHLY PLASTIC CLAY

CEMENTED SAND

SAND

CLAYEY SAND

17.5

24.6

3.5

25.5

3.5

25.5

3.5

24.1

3.5

3.5

3.5

3.5

ATTACHMENTS

Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2

EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number of Borings Boring Depth (feet) Planned Location

4 24 to 25 building

3 5 pavement

Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet). If elevations and a more precise boring layout are desired, we recommend boring locations be surveyed.

Subsurface Exploration Procedures: We advanced the borings with a truck-mounted rotary drill rig using slurry drilling methods. Five samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter.