B08_Section_J_Attachment_1_Specifications_6_22_22-UPDATED_9_8_22.pdf

EVERGLADES NATIONAL PARK

EVERGLADES CITY, FLORIDA

CONSTRUCT MARJORIE STONEMAN DOUGLAS

VISITOR CENTER

PARK CODE - EVER

PMIS # - 244476

PROJECT SPECIFICATIONS

NATIONAL PARK SERVICE (NPS)

DENVER SERVICE CENTER (DSC)

EVER 244476 Construct Marjory Stoneman

Douglas Visitors Center 00 01 07 - 1

2021-419 Seals Page

Issued: June 22, 2022

SECTION 00 01 07 - SEALS PAGE

END OF SECTION

Douglas Visitors Center 00 01 10 - 1

2021-419 Table of Contents

Issued: August 18, 2022

SECTION 00 01 10 - TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

1.1 DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 00 01 07 - Seals Page B. 00 01 10 - Table of Contents

SPECIFICATIONS

2.1 DIVISION 01 -- GENERAL REQUIREMENTS

A. 01 11 00 - Summary of Work B. 01 26 01 - Contract Modification Procedures C. 01 27 00 - Definition of Contract Line Items D. 01 31 00 - Project Management and Coordination E. 01 32 16 - Construction Schedule F. 01 32 33 - Photographic Documentation G. 01 33 23 - Submittal Procedures H. 01 35 23 - Safety Requirements I. 01 40 00 - Quality Requirements J. 01 41 50 - Quality Control K. 01 42 00 - Reference Standards L. 01 50 00 - Temporary Facilities and Controls M. 01 57 19.11 - Indoor Air Quality (IAQ) Management N. 01 57 19.12 - Noise and Acoustics Management O. 01 57 23 - Temporary Storm Water Pollution Prevention (SWPP), Under-an-Acre Pollution

Prevention (UPP) P. 01 60 00 - Product Requirements (refer to 01 67 00) Q. 01 67 00 - Product Requirements R. 01 73 29 - Cutting and Patching S. 01 73 40 - Execution T. 01 74 19 - Construction Waste Management and Disposal U. 01 77 00 - Closeout Procedures V. 01 78 23 - Operation and Maintenance (O&M) Data W. 01 79 00 - Demonstration and Training X. 01 81 13 - Non-LEED Projects Y. 01 91 14 - Total Building Commissioning

Douglas Visitors Center 00 01 10 - 2

2021-419 Table of Contents

Issued: August 18, 2022

2.2 DIVISION 02 -- EXISTING CONDITIONS

A. 02 41 00 - Demolition B. 02 43 00 - Structure Moving

2.3 DIVISION 03 -- CONCRETE

A. 03 05 16 - Underslab Vapor Barrier B. 03 10 00 - Concrete Forming and Accessories C. 03 30 00 - Cast-in-Place Concrete D. 03 31 29 - Marine Concrete E. 03 35 11 - Concrete Floor Finishes

2.4 DIVISION 04 -- MASONRY

A. 04 22 00 - Concrete Unit Masonry B. 04 42 00 - Exterior Stone Cladding

2.5 DIVISION 05 -- METALS

A. 05 12 00 - Structural Steel B. 05 21 00 - Steel Joist C. 05 31 00 - Steel Deck D. 05 50 00 - Metal Fabrications E. 05 60 00 - Gangway System Aluminum Fabrications F. 05 70 00 - Decorative Metal

2.6 DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

A. 06 10 00 - Rough Carpentry B. 06 41 00 - Architectural Wood Casework

2.7 DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

A. 07 13 00 - Sheet Waterproofing B. 07 16 16 - Crystalline Waterproofing C. 07 18 13 - Cold Liquid Applied Protective Surfacing D. 07 21 00 - Thermal Insulation E. 07 21 29 - Sprayed Insulation F. 07 24 00 - Exterior Insulation and Finish Systems G. 07 25 00 - Weather Barriers H. 07 41 13 - Metal Roof Panels I. 07 46 46 - Fiber-Cement Siding J. 07 52 16 - Styrene-Butadiene-Styrene Modified Bituminous Membrane Roofing -

MBTechnology K. 07 62 00 - Sheet Metal Flashing and Trim

Douglas Visitors Center 00 01 10 - 3

2021-419 Table of Contents

Issued: August 18, 2022

L. 07 71 00 - Roof Specialties M. 07 72 00 - Roof Accessories N. 07 84 00 - Firestopping O. 07 92 00 - Joint Sealants

2.8 DIVISION 08 -- OPENINGS

A. 08 11 13 - Hollow Metal Doors and Frames B. 08 14 16 - Flush Wood Doors C. 08 16 13 - Fiberglass Doors and Frames D. 08 31 00 - Access Doors and Panels E. 08 33 23 - Overhead Coiling Doors F. 08 43 13 - Aluminum-Framed Storefronts G. 08 44 13 - Glazed Aluminum Curtain Walls H. 08 71 00 - Door Hardware I. 08 80 00 - Glazing

2.9 DIVISION 09 -- FINISHES

A. 09 21 16 - Gypsum Board Assemblies B. 09 30 00 - Tiling C. 09 51 00 - Acoustical Ceilings D. 09 65 00 - Resilient Flooring E. 09 68 13 - Tile Carpeting F. 09 84 30 - Sound-Absorbing Ceiling Units G. 09 90 00 - Painting and Coating H. 09 96 00 - High-Performance Coatings I. 09 97 13.26 - Coating of Steel Waterfront Structures

2.10 DIVISION 10 -- SPECIALTIES

A. 10 14 00 - Signage B. 10 21 13.19 - Plastic Toilet Compartments C. 10 28 00 - Toilet, Bath, and Laundry Accessories D. 10 43 00 - Emergency Aid Specialties E. 10 44 00 - Fire Protection Specialties F. 10 73 16 - Aluminum Frame Fabric Canopies G. 10 73 16.13 - Metal Canopies H. 10 75 00 - Flagpoles I. 10 82 13 - Exterior Grilles and Screens

Douglas Visitors Center 00 01 10 - 4

2021-419 Table of Contents

Issued: August 18, 2022

2.11 DIVISION 11 -- EQUIPMENT

A. 11 30 13 - Residential Appliances

2.12 DIVISION 12 -- FURNISHINGS

A. 12 24 00 - Window Shades B. 12 36 00 - Countertops C. 12 48 13 - Entrance Floor Mats and Frames

2.13 DIVISION 13 -- SPECIAL CONSTRUCTION

A. 13 46 13 - Lightning Protection for Structures

2.14 DIVISION 14 -- CONVEYING EQUIPMENT

14 21 00 - Electric Traction Elevators

2.15 DIVISION 21 -- FIRE SUPPRESSION

A. 21 13 13 - Wet Pipe Sprinkler Systems

2.16 DIVISION 22 -- PLUMBING

A. 22 05 00 - Common Work Results for Plumbing B. 22 05 17 - Sleeves and Sleeve Seals for Plumbing Piping C. 22 05 19 - Meters and Gauges for Plumbing Piping D. 22 05 23 - General-Duty Valves for Plumbing Piping E. 22 05 29 - Hangers and Supports for Plumbing Piping and Equipment F. 22 05 53 - Identification for Plumbing Piping and Equipment G. 22 07 19 - Plumbing Piping Insulation H. 22 10 05 - Plumbing Piping I. 22 10 06 - Plumbing Piping Specialties J. 22 30 00 - Plumbing Equipment K. 22 40 00 - Plumbing Fixtures

2.17 DIVISION 23 -- HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

A. 23 00 10 - Common Work Results for Mechanical B. 23 05 17 - Sleeves and Sleeve Seals for HVAC Piping C. 23 05 29 - Hangers and Supports for HVAC Piping and Equipment D. 23 05 48 - Vibration and Seismic Controls for HVAC E. 23 05 53 - Identification for HVAC Piping and Equipment F. 23 05 93 - Testing, Adjusting, and Balancing for HVAC G. 23 07 13 - Duct Insulation H. 23 07 19 - HVAC Piping Insulation I. 23 08 00 - Commissioning of HVAC J. 23 09 23 - Direct-Digital Control System for HVAC

Douglas Visitors Center 00 01 10 - 5

2021-419 Table of Contents

Issued: August 18, 2022

K. 23 23 00 - Refrigerant Piping L. 23 31 00 - HVAC Ducts and Casings M. 23 33 00 - Air Duct Accessories N. 23 37 00 - Air Outlets and Inlets O. 23 40 00 - HVAC Air Cleaning Devices P. 23 72 23 - Packaged Air-to-Air Energy Recovery Units Q. 23 81 29 - Variable Refrigerant Flow HVAC Systems

2.18 DIVISION 25 -- INTEGRATED AUTOMATION

2.19 DIVISION 26 -- ELECTRICAL

A. 26 05 19 - Low-Voltage Electrical Power Conductors and Cables B. 26 05 26 - Grounding and Bonding for Electrical Systems C. 26 05 29 - Hangers and Supports for Electrical Systems D. 26 05 33.13 - Conduit for Electrical Systems E. 26 05 33.16 - Boxes for Electrical Systems F. 26 05 53 - Identification for Electrical Systems G. 26 05 73 - Power System Studies H. 26 09 23 - Lighting Control Devices I. 26 21 00 - Low-Voltage Electrical Service Entrance J. 26 24 16 - Panelboards K. 26 27 13 - Electricity Metering L. 26 27 26 - Wiring Devices M. 26 27 29 - Marina Electrical Work N. 26 28 16.16 - Enclosed Switches O. 26 36 00 - Transfer Switches P. 26 43 00 - Surge Protective Devices Q. 26 51 00 - Interior Lighting R. 26 56 00 - Exterior Lighting

2.20 DIVISION 27 -- COMMUNICATIONS

A. 27 10 00 - Structured Cabling

2.21 DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

A. 28 10 00 - Access Control B. 28 20 00 - Video Surveillance C. 28 31 11 - Building Intrusion Detection D. 28 46 00 - Fire Detection and Alarm

Douglas Visitors Center 00 01 10 - 6

2021-419 Table of Contents

Issued: August 18, 2022

2.22 DIVISION 31 -- EARTHWORK

A. 31 22 13 - Site Excavation B. 31 22 13.10 - Fill & Earthwork - Living Shoreline C. 31 23 35 - Excavating and Backfilling for Service Utilities D. 31 23 40 - Backfilling and Finish Grading E. 31 62 13 - Prestressed Concrete Piles F. 31 62 16.16 - Steel H Piles G. 31 71 15 - Proof Rolling

2.23 DIVISION 32 -- EXTERIOR IMPROVEMENTS

A. 32 05 23 - Site Concrete Work B. 32 11 00 - Base Course for Pavement C. 32 12 16 - Asphaltic Concrete Paving D. 32 13 13 - Concrete Paving E. 32 13 73 - Concrete Paving Joint Sealants F. 32 17 23 - Pavement Marking G. 32 30 00 - Site Furnishings H. 32 92 23 - Sodding I. 32 93 10 - Trees, Plants, and Groundcover

2.24 DIVISION 33 -- UTILITIES

A. 33 05 19 - Ductile Iron Utility Pipe B. 33 05 31 - Thermoplastic Utility Pipe C. 33 14 19 - Valves and Hydrants for Water Utility Service D. 33 31 00 - Sanitary Sewage Piping E. 33 40 00 - Storm Drainage Systems F. 33 52 16 - Fuel Piping and Equipment Systems

2.25 DIVISION 35 -- WATERWAY AND MARINE CONSTRUCTION

A. 35 20 23 - Dredging B. 35 51 14 - Aluminum Floating Dock C. 35 51 40 - Boat Lift

END OF SECTION

EVER 244476 01 11 00 - 1

051121 SUMMARY OF WORK

NPS DSC Division 1 Specifications National Park Service (NPS) - Denver Service Center (DSC) | 5-11-21

By using NPS DSC Division 1 Specifications, you acknowledge you read, understand, and will format edits according to NPS DSC Division 1 Specifications Instructions.

EVER 244476

SECTION 01 11 00 - SUMMARY OF WORK

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes the following:

1. Work Covered by Contract Documents

2. Work Phases/Sequences

3. Work Under Other Contracts

4. Government-Furnished Materials

5. Contractor Use of Site

6. Public Use of Site

7. Occupancy Requirements for Buildings

8. Conduct of Operations

9. Work Restrictions

10. Special Construction Requirements

11. Soils Investigation Report

12. Additional Reports

1.2 WORK COVERED BY CONTRACT DOCUMENTS

A. Project Location: Everglades National Park, Everglades City, Florida.

B. The Work consists of:

1. This project includes the planning of the site to mitigate flooding from storm events and

King Tides, planned replacement of all utilities to City connections including significant improvements to water distribution system to support fire suppression systems throughout the site. Sitework associated with the new visitor’s center includes parking, grading and ensuring the roads are elevated above the King Tide levels. The construction of the new visitor center building will provide retail and storage space for the concessioner, as well as the cooperating association, a small visitor contact area and space for Law Enforcement and Interpretive ranger operations. The building will be approximately 4,800 sf. The building will be designed to meet LEED silver requirements, Florida building code for coastal high hazard zones, and will be elevated above the flood zone to meet Director’s

Order 77-2. In addition, site work will include replacement of the bulkhead at the marina, dredging, floating docks, fuel system, and a kayak launch ramp.

2. Major areas of work include:

EVER 244476 01 11 00 - 2

a. Site work

b. Demolition of existing pile foundations

c. Relocation of existing temporary structures

d. Utilities

e. Grading

f. Landscaping

g. Site concrete and hardscapes

h. Concrete and steel structure

i. MEP systems

j. Fire protection

k. Seawall/bulkhead

l. Boat Ramp

m. Dredging

n. Fuel Tanks

o. Testing

3. Project is designed to comply with a Certification Level according to the United States

Green Building Council's (USGBC) Leadership in Energy & Environmental Design

(LEED™) Rating System, as specified in Section 01 81 13 "Sustainable Design

Requirements."

C. Project will be constructed under a single prime contract.

1.3 WORK PHASES/SEQUENCES

A. The Work shall be conducted in multiple sequences that have been identified on sheet G105 &

G106. Contractor is responsible for submitting proposed construction schedule, for Park review and approval, that sequences the scope of work as such to maintain operations for the Park staff and the Concessioner.

1. Kayak Launch: Work to be completed and ready for Government’s full use by November

1, 2023.

2. Dredging and Bulkhead: Work to be completed and ready for Government’s full use by

November 1, 2023.

3. Remote Concessions building to be Substantially Complete by December 1, 2024.

4. Visitor Center building to be Substantially Complete by December 1, 2024.

1.4 WORK UNDER OTHER CONTRACTS

A. Preceding Work: Government will award separate contract(s) for the following construction operations at Project site. Those operations are scheduled to be substantially complete before work under this Contract begins.

1. A separate contract will be awarded for removal of hazardous materials from existing

Maintenance building.

2. A separate contract will be awarded for demolition of the existing Maintenance building.

Pile foundations below the maintenance building are required to be removed by the

Contractor, as part of the overall base project scope.

EVER 244476 01 11 00 - 3

1.5 CONTRACTOR USE OF SITE

A. General: Contractor shall have limited use of site for construction operations. Limit use of premises to areas within the Construction limits indicated on drawings. Do not disturb portions of Project site beyond areas in which the Work is indicated.

1. Limits: Confine constructions operations to Refer to sheet G105 & G106 – Staging Plan

2. Limit site disturbance, including earthwork and clearing of vegetation, to 40 feet beyond building perimeter; 10 feet beyond surface walkways, patios, surface parking, and utilities less than 12 inches in diameter; 15 feet beyond primary roadway curbs and main utility branch trenches; and 25 feet beyond constructed areas with permeable surfaces (such as pervious paving areas, storm water detention facilities, and fields) that require additional staging areas in order to limit compaction in the constructed area.

B. Storage of Materials: Confine storage of materials to staging area shown on sheets G105 & G106.

C. Parking: Confine parking to area indicated on sheet G105 & G106 – Staging Plan

D. Stockpiling: Confine stockpiling to area indicated on sheet G105 & G106 – Staging Plan.

E. Preservation of Natural Features:

1. Prevent damage to natural surroundings. Restore damaged areas, repairing or replacing damaged trees and plants, at no additional expense to the Government.

2. Provide temporary barriers to protect existing trees and plants and root zones.

3. Do not remove, injure, or destroy trees or other plants without prior approval. Consult with

Contracting Officer (CO) and remove agreed-on roots and branches that interfere with construction.

4. Do not fasten ropes, cables, or guys to existing trees.

5. Carefully supervise excavating, grading, filling, and other construction operations near trees to prevent damage.

F. Driveways and Entrances: Keep driveways, Law Enforcement building, RV parking spots, residences, Law Enforcement boats/docks, and entrances serving premises clear and available to

Government employees, and emergency vehicles at all times. Do not use for parking or storage of materials.

1. Schedule deliveries to minimize use of driveways and entrances.

2. Schedule deliveries to minimize space and time requirements for storage of materials and equipment on-site.

G. Construction Camp: Establishment of a camp within park will not be permitted.

H. Hauling Restrictions: Comply with legal load restrictions in hauling of materials. Load restrictions on park roads are identical to state load restrictions with such additional regulations as may be imposed by the Park Superintendent. Information regarding rules and regulations for vehicular traffic on park roads may be obtained from the Office of the Park Superintendent. A special permit will not relieve Contractor of liability for damage which may result from moving of equipment.

EVER 244476 01 11 00 - 4

1.6 PUBLIC USE OF SITE

A. Contractor shall conduct his operations to ensure the least inconvenience to public. Road, kayak launch and marina closures may be permitted, when required, upon specific approval of

Contracting Officer for a maximum of the following periods:

1. Park road: maintain continuous public access to temporary parking area at project site

2. Kayak Launch: maintain continuous public access between November 1 and May 31.

Maximum 24 hour closure. Maximum three month closure period during the months between June 1 and November 1.

3. NPS Docks: maximum two weeks at a time

4. Marina – Boat Tours: maximum three month closure period during the months between

June 1 and November 1. Continuous operation of boat tours is expected.

5. Temporary Visitor Center building: maximum one week at a time

1.7 OCCUPANCY REQUIRMENTS FOR BUILIDINGS

A. Existing Buildings

1. Partial Government Occupancy: Government will occupy premises during entire construction period, with exception of areas under construction. Cooperate with

Government during construction operations to minimize conflicts and facilitate

Government usage. Perform Work so as not to interfere with Government’s operations.

Maintain existing exits, unless otherwise indicated.

a. Maintain access to existing walkways, corridors, and other adjacent occupied or used facilities. Do not close or obstruct walkways, corridors, or other occupied or used facilities without written permission from Contracting Officer.

B. New Buildings

1. Government Occupancy of Completed Areas of Construction: Government reserves right to occupy and to place and install equipment in completed areas of building, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the entire project.

a. Contracting Officer will prepare a Beneficial Occupancy letter for each specific portion of the Work to be occupied before Government occupancy.

b. Obtain a Certificate of Occupancy from National Park Service (NPS) before

Government occupancy.

c. Before partial Government occupancy, mechanical and electrical systems shall be fully operational, and required tests and inspections shall be successfully completed.

On occupancy, Government will operate and maintain mechanical and electrical systems serving occupied portions of building.

d. On occupancy, Government will assume responsibility for maintenance and custodial service for occupied portions of building.

EVER 244476 01 11 00 - 5

1.8 CONDUCT OF OPERATIONS

A. Contractor shall conduct his operations in conformance with rules and regulations promulgated by the Secretary of the Interior for the National Park Service, and applicable park rules and regulations prescribed by Park Superintendent.

B. Work on Saturdays, Sundays, Federal holidays or at night may not be performed unless stated in the Work Restrictions below or without prior consent from the Contracting Officer. Submit requests 3 business/calendar days in advance of the work to the Contracting Officer for approval.

C. No signs or advertisements (except those specified herein) shall be displayed on the construction site or within the park unless approved by the Contracting Officer.

1.9 WORK RESTRICTIONS

A. On-Site Work Hours: Work shall be generally performed during normal business working hours of 7:00 a.m. to 7:00 p.m., Monday through Friday, except when otherwise indicated.

1. Weekend Hours: No restrictions

2. Early Morning Hours: No restrictions

3. Hours for Core Drilling: No restrictions

B. Existing Utilities

1. Existing Utilities: Notify Contracting Officer and utility companies of proposed locations and times for excavation.

2. Contractor shall be responsible for locating and preventing damage to known utilities. If damage occurs, repair utility at no additional expense to the Government.

3. If damage occurs to an unknown utility, repair utility. An equitable adjustment will be made in accordance with the Changes clause of the contract.

C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied by Government or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Contracting Officer not less than [two] business days in advance of proposed utility interruptions.

2. Do not proceed with utility interruptions without Contracting Officer’s written permission.

3. Hours and length of Utility Shutdowns: 48 hours

D. Nonsmoking Building/Tobacco Use/Vaping: Smoking is not permitted within building or within

25 feet of entrances, operable windows, or outdoor air intakes.

1.10 SPECIAL CONSTRUCTION REQUIREMENTS

A. Project Website: A project website administered by NPS will be used for purposes of managing communication and documents during construction stage.

1. See Section 01 31 00 "Project Management and Coordination" for requirements on using

Project Website.

EVER 244476 01 11 00 - 6

B. There shall be no ground disturbing activities conducted until all permitting and compliance approvals are received.

C. Construction activity shall be sequenced in such a manner as to limit the disturbance to NPS park activities and Concessioner’s activities, such as boat tours and kayak launches. Public access shall be maintained to accommodate these activities as indicated on sheets G105 &

G106 – Staging Plan in the drawings.

D. Dewatering is required to be provided in order to install foundations.

1.11 SOILS INVESTIGATION REPORT

A. The report Geotechnical Engineering Services Report prepared by S&ME is available, with this package.

B. In case of conflict between report and drawings or specifications, the drawings and specifications govern.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 01 11 00

0.2 Geotechnical Engineering Services Report EVER 244476

Construct Marjory Stoneman Douglas Visitor Contact Station October 20, 2020

EVERGLADES NATIONAL PARK

Construct Marjory Stoneman Douglas Visitor Contact Station

Everglades City, Florida

Geotechnical Engineering Services Report

October 20, 2020

Prepared by:

S&ME, Inc.

111 Kelsey Lane, Suite E Tampa, FL 33619

Table of Contents

Executive Summary

Introduction

Site Information

Site Description

Soil Survey Information

Site History

Exploration and Testing Programs

Field Exploration

Laboratory Testing Program

Subsurface Conditions

Permeability Test Results

Conclusions and Recommnedations

General

Site Geotechnical Considerations

Preload Program

Axial Pile Analysis

Lateral Pile Analysis

Building Condition Surveys & Vibration Monitoring

Floor Slab Design and Construction

Cement Type

Shallow Foundation Design Considerations

Site Preparation Recommendations

Demolition/Stripping

Evaluation of Exposed Subgrade Soils

Surface Soil Compaction

Structural Fill/Backfill

Use of On-Site Materials as Structural Fill

Excavations

Wet Weather Grading

Subgrade Repair and Improvement Methods

Pavement Recommendations

Flexible Pavement Recommendations

Rigid Pavement Recommendations

Pavement Drainage Considerations

Retaining Wall Considerations

Stormwater System Design

Guidelines for Construction Observation and Testing

Limitations

Appendices Appendix I – Figures and Soil Boring Logs

Appendix II – Field and Laboratory Testing Procedures

Executive Summary

S&ME, Inc. has been retained through Croft Architects and Engineers to prepare a Geotechnical

Engineering Services Report for a future National Park Service Visitor Contact Station. The following report is a summary of field observations, soil borings, and engineering analyses. A recent aerial below shows the extent of existing development for primarily marine operations. The property is located at 815 Oyster Bar Lane, Everglades City, Florida, 34139. The site is west of Copeland

Avenue on the south edge of Everglades City, Florida.

Figure 1: Recent Aerial View of Subject Property

Between October 1 and 2, 2020 S&ME, Inc. visited the site and completed the field investigation.

The ground surface was extremely wet and the surficial soils were very loose/soft, which limited access to significant portions of the site. In areas where the drill rig could not access, additional hand auger borings were performed to provide limited soils information

Based on forecasted King Tide event elevations and recently updated FEMA flood maps, we understand that the site (parking/drive areas and building) is planned to be raised approximately

2 to 5 feet above the current grade with the building elevated 18 feet above existing grade. The recommendations listed below are based upon the proposed future Visitor Contact Center location and the site being significantly raised. Based on the above information, the results of the soil boings, and our analyses, site settlements resulting from fill will range from 2 to 5 inches, with preloading recommended to limit post construction settlement. We have assumed the building will be supported on a pile foundation with pile lengths anticipated to be on the order of 40 feet.

Introduction

The purposes of our exploration were to explore the subsurface conditions at the subject site pertinent to site preparation, foundation support, pavement design, and stormwater design, to determine the general engineering characteristics of the materials encountered, and to provide the design engineers and architects with information to aid in their design.

We understand that the project includes the construction of a new Visitor Contact Station at the

Everglades National Park in Everglades City, Florida. The new structure will be approximately 4,800 square feet in plan size and be elevated to provide about 13 feet of clearance above the proposed grade. Based on provided information, existing site grades are around +3 feet, NAVD88. It is planned to raise grades below the building to +8.3 feet NAVD88 with the building floor at +21 feet

NAVD88. Various options for the remainder of the site are being evaluated, but the preferred option includes raising at least the parking/drive areas to elevation +5.3 feet NAVD88 (equal to the

King Tide elevation) so that site access is maintained during these events. The remaining site grades may or may not be raised to +5.3 feet NAVD88. In some of the options, the existing seawall is also raised to elevation + 5.3 feet NAVD88. It is anticipated that the structure foundation will consist of timber or concrete pilings. Based on the provided loading information, we understand that the structural column load is 200 kips. There may be some other smaller miscellaneous structures as well for other site operations that will be supported on shallow foundations with bearing pressures of 1,000 psf or less.

In addition to the main structure, new parking, driveway, and stormwater improvements are included.

Our geotechnical engineering services included a site reconnaissance, field exploration, laboratory testing, and a geotechnical engineering analysis. The following sections of this report present a discussion of the details surrounding the field exploration, site conditions, and our corresponding conclusions and recommendations. Figures and boring logs are provided in Appendix I.

Summaries of the field and laboratory testing procedures are presented in Appendix II.

Site Information

Site Description

The subject site is located at 815 Oyster Bar Lane, Everglades City, Florida. The site is on the coast and is bordered by Copeland Ave to the east, undeveloped forest to the north and open water to the west (separated by a concrete seawall). The western portion of the site consists of paved and unpaved parking areas with several scattered trees surrounding a marina enclave. At the time of our exploration, a temporary trailer structure was located on the paved parking area east of the marina and two permanent structures were located to the north of the marina. The eastern and northern portions of the site consist of a relatively flat, open grass field while the southeast portion of the site consists of heavy brush and tall grass with dispersed trees. Oyster Bar Lane runs through the northern section of the site connecting Copeland Ave to the paved parking area and the temporary trailer structure. Underground utilities were noted running between the trailer structure and Copeland Ave. We also understand that a previous landfill approximately 200 by 250 feet in plan size is located on the site but is on the northeast portion of the site, away from any planned improvements. No exploration was planned to delineate the landfill area or evaluate the material present.

Soil Survey Information

According to the U.S. Department of Agriculture Natural Resource Conservation Service (formerly the Soil Conservation Service), the site is underlain by St. Augustine, organic substratum-Urban land complex 0-2% slopes and Durbin-Wulfert mucks-Urban land complex 0-1% slopes.

St. Augustine, organic substratum-Urban land complex is characterized as poorly draining soils consisting of materials dug from different areas of the County and spread over muck soils for coastal urban development. The depth to water table varies with the amount of fill placed and amount of artificial drainage.

Durbin-Wulfert mucks-Urban land complex is characterized as being level, poorly drained soils in tidal swamps and generally consists of muck to a depth of 40 to 63 inches, which is underlain by fine sand to a depth of 80 inches. In Urban land areas, fill has been placed over the muck soils. The depth to the water table is generally within 6 inches of the ground surface and these soils frequently flood for extended periods of time.

Site History

Based on a review of historical aerial photography dating back to 1995, it appears that other than some changes to the interior docks, very little has changed at the site. The 2018 aerial (the latest available) shows the site in general agreement with the conditions today (other than an increase in vegetation density along the southeastern portion of the site).

Exploration and Testing Programs

Field Exploration

We conducted a site visit to prepare for the field exploration program and to observe existing field conditions. Prior to our field exploration, a drilling permit was obtained from Collier County. Our field exploration consisted of the following:

Three (3) Standard Penetration Test (SPT) borings to a depth of 35 feet below the ground surface to evaluate the soils in the footprint of the proposed structure

Two (2) Standard Penetration Test (SPT) borings to a depth of 15 feet below the ground surface to evaluate the soils in the footprint of the proposed roadway

Four (4) Standard Penetration Test (SPT) borings to a depth of 15 feet below the ground surface to evaluate the soils in the footprint of the proposed parking areas

Two (2) auger borings to a depth of 5 feet below the ground surface to evaluate the soils in the footprint of the proposed stormwater ponds

One (1) auger boring to a depth of 4 feet below the ground surface to evaluate the soils near the seawall

The proposed test locations and depths were selected by the A/E team. The boring locations were established in the field by the A/E team by measuring distances from site landmarks on the provided site plan and should be considered approximate. The field testing was performed on

October 1 and 2, 2020. The approximate boring locations are shown on Figure 2 in Appendix I. It should be noted that additional SPT borings were planned for the building, stormwater pond, and seawall. However, at the time of our exploration, significant portions of the site were not accessible to our drilling equipment. As such, these boring locations were omitted or modified as indicated on Figure 2.

Each test borehole was advanced by a truck-mounted drill rig using a combination of continuous split-spoon soil sampling and mud-rotary drilling methods. Standard penetration testing was performed at 18 and 24 inch intervals in the upper 10 feet, then at 5-foot intervals thereafter. Soil sampling and testing were conducted in general accordance with ASTM D1586. The auger borings were manually advanced using a bucket auger. Auger drilling and soil sampling were conducted in general accordance with ASTM D1452.

Sampler penetration resistance and soils recovered in each sampler and from the auger were logged by the field crew. Representative soil samples obtained from the borings were sealed in clean, airtight containers for transport to our office for further classification and examination. The SPT borings were backfilled with cement-bentonite grout while the auger boreholes were backfilled with accumulated soil cuttings at the completion of drilling and sampling.

In addition to the soil borings, a cased-hole, falling-head field permeability test was conducted near borings B-13 and B-14 drilled in the pond areas. The tests were conducted by installing a two inch diameter casing to a depth of 4.4 feet in a three inch diameter auger hole. The bottom 24 inches of casing was well screen and the annulus sand packed. The interior of the casing was filled with water and the rate of drop of the water level inside the casing was recorded.

Laboratory Testing Program

Soil samples obtained during the field exploration were packaged and transported to our office for further examination and classification by a geotechnical engineer in order to confirm the field descriptions of the various soil strata. Recovered soil samples were classified visually in general accordance with the Unified Soil Classification System (ASTM D2488). Representative samples were selected for laboratory testing to aid in soil classification and to further define the engineering properties of the soils. The laboratory program included tests for percent fines, organic content, natural moisture content, and Atterberg limits. One additional sample was selected for corrosion testing consisting of pH, resistivity, chloride content, and sulfate content. Laboratory test results are presented on the soil boring logs in Appendix I at the depth of the individually tested soil sample.

Subsurface Conditions

The SPT borings initially encountered sandy soils consisting of sand, sand with clay, clayey sand, and silty sand from the ground surface to a depth range of 2 to 6 feet. Some borings also encountered a thin layer of limerock fill at the ground surface with a thickness of 6 to 12 inches.

These upper soils were generally very loose to loose. The sandy soils were underlain by very soft to stiff silt and clay that extended to a depth range of 11 to 14 feet. In some of the borings, the silt was noted to contain organics. Laboratory testing on the sample that appeared to contain the most organics showed the organic content to be 11%. In borings B-15 and B-16 (farther away from the water), the silt soils only extended to a depth of 6 to 8 feet. These very soft soils were underlain by very loose to medium dense sands, silty sand, and clayey sand to 14 to 22 feet. Borings B-6, B-8, B-9, B-15, and B-16 were terminated in these soils. Limestone was then encountered to the termination depth of the borings (a maximum depth of 35 feet).

The hand auger boring near the seawall (boring B-11) encountered limerock fill from the ground surface to the maximum depth explored of 4 feet.

In the stormwater area east of the site, boring B-14 encountered silt from the ground surface to the termination depth of 5 feet. In the stormwater area to the north, boring B-13 encountered silty sand from the ground surface to a depth of 1 foot underlain by silt to the termination depth of 5 feet.

The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in Appendix I should be reviewed for specific information at individual boring locations. The transition between materials will be more or less gradual than indicated and may be abrupt. Information on actual subsurface conditions exists only at the specific boring locations and is relevant to the time the exploration was performed. Variations may occur and should be expected between boring locations.

At the time of our exploration, subsurface water was encountered from approximately 1½ to 2 feet below the existing ground surface at the boring locations. Subsurface water levels will fluctuate due to seasonal changes in precipitation amounts, tidal fluctuations, or with construction activity in the area. The subsurface water information presented in this report was collected at the time of our exploration.

Permeability Test Results

A permeability test was performed approximately 4½ feet below the existing grade in each planned stormwater pond area adjacent to borings B-13 and B-14. The following table summarizes the permeability test results:

Field Permeability Test Result Summary

Test Location

Test Depth Interval

(feet)

Measured Horizontal

Permeability (ft/day)

B-13 2.4 - 4.4 1.2

B-14 2.4 - 4.4 2.6

It is important to note that a suitable factor of safety should be used with these values for design purposes.

Conclusions and Recommendations

General

The conclusions and recommendations presented in this report are based on the preceding project information and the results of this exploration. Actual subsurface conditions may vary between or away from the soil boring locations.

During review of these recommendations, it should be noted that, as with any site, unexpected subsurface conditions may be encountered. Because of natural variations in depth, composition and consistency of soils, unsuitable materials and other soil types not encountered by the borings will likely exist between boring locations and should be anticipated. If it becomes apparent during construction that the conditions encountered vary substantially from those presented herein, this office should be notified at once. At that time, the field conditions can be evaluated, and the recommendations of this report modified, in written form, if necessary.

Site Geotechnical Considerations

We understand this site is located in a velocity zone and is susceptible to scour associated with storm surge. As a result, the structure should be constructed on deep foundations in order to mitigate the potential risk of foundation undermining. Very soft silts and clays were encountered between 4 and 14 feet below the ground surface in the soil borings.

As mentioned, up to 5.3 feet of fill is anticipated to be placed to raise the proposed building and pavement areas to final elevation(s). Based on our analyses and exploration, the mass weight of up to 5.3 feet of structural fill will induce up to 4 inches of long-term settlement and up to 3 inches of differential settlement across the building area. The following table presents ranges of anticipated settlements for fill surfaces based on the varying fill heights.

Anticipated Settlement Ranges

Area/Fill Height

(feet)

Estimated Total

Settlement (inches)

Estimated Long Term

Settlement (inches)

Estimated

Differential Long

Term Settlement

(inches)

Building/5.3 2 - 5 1 - 4 3

Parking and Drives/2.3 1½ - 4 1 - 3 2

The project civil and structural engineers should be made aware of these anticipated settlements, and should assess the effects, if any, that these settlements will have on the proposed development.

At this time, because the new building will be supported on a pile foundation, the settlements are not an issue for the building. However, we anticipate that settlements of these magnitudes exceed tolerable limits for utilities installed in the fill as well as parking/drive areas which require proper drainage. Therefore, additional site preparation will be required. After the completion of the recommended site preparation program presented herein, which includes a preload program, the site soils will be capable of supporting the anticipated development. The recommended site preparation program involves the densification of the subgrade foundation surfaces to compress loose surface soils, as well as subgrade soils disturbed by other site preparation procedures, thereby creating a more uniform and less yielding soil mass. Thorough subgrade and foundation evaluations at the time of construction will be very important and are considered part of the geotechnical design.

Preload Program

Total post-construction settlement in fill areas can be reduced to tolerable limits by allowing the majority of the settlement to occur prior to starting construction. As stated above, a significant portion of the settlement will occur due to consolidation of the silt and clay soils between depths of approximately 4 and 14 feet. Because the fill will not be supporting any new structural loads (the building will be supported on piles), it will not be necessary to place significant additional fill above planned grades (such as in a surcharge program). We recommend placing fill material to a height of at least 2 feet above the proposed finished grade in all fill areas of the site and allowing the material to sit idle, thus forcing the settlement to occur prior to construction of any infrastructure.

The 2 feet is measured above the surface finish grade, such as pavement surface. The 2-foot-high preload, in addition to the fill required to meet final grades, should be placed above the compacted structural fill to accelerate this consolidation settlement. The fill material placed above finished grade does not need to be compacted, nor does it need to be suitable for structural fill. Any soil having a moist unit weight of at least 110 pounds per cubic foot (pcf) may be placed and spread until the required preload height is obtained. However, if the preload fill will later be used in other structural or pavement areas, then it should meet the structural fill requirements.

Upon completion of fill placement, the site soils should be allowed to consolidate for at least 90 days before construction commences. At least five settlement plates should be installed at select locations beneath the fill areas to measure the amounts of settlement. These results will be used to evaluate the performance of the program and determine when the preload may be removed. At the conclusion of the preload program, the additional fill should be removed. The exposed subgrade should then be re-compacted and tested as specified.

The parking and drive areas should also be allowed to consolidate for a period of at least 90 days before the installation of any infrastructure (buried utilities). If the utilities are installed concurrently or immediately after fill placement, there is the potential for joints in the pipe to open or other distress to occur. Likewise, piles should not be installed until the settlement plates indicate settlement has been completed. If not, the settlement of the soils will induce downdrag loads on the piles which could result in pile settlement. Paving operations should occur during the later phases of construction as well.

Axial Pile Analysis

The proposed structure may be supported on driven piling bearing in the limestone below the very soft silt layer. This will mitigate both static settlements as well as the potential for undermining of foundations associated with scour. We have evaluated 12-inch and 14-inch square prestressed concrete (PSC) piles and 8-inch and 9-inch-tip diameter timber piles. Axial pile capacity analyses were performed using the soils data from boring B-3 with the computer program SPT-97. A scour depth of 5 feet was used in our capacity analyses. Plots of allowable compressive axial pile capacity with depth have been created for the two pile types and are presented on Figures 3 and 4 in

Appendix I. A factor of safety of 2.5 should be used to establish an allowable axial capacity assuming dynamic testing is to be performed. As seen on the boring logs, there is little capacity above the lower sand and limestone materials. As discussed above, because the fill soil will be placed prior to driving, preforming will likely be required to advance the piles below the fill.

Preforming may also be needed to achieve the higher capacities and penetration into the limestone.

An efficiency factor of 1.0 accounting for capacity reductions caused by group effects should be used for center-to-center pile spacings of three pile diameters or more. A center-to-center spacing of three pile diameters is the minimum recommended. The structural capacity of the piles has not been considered in our analysis and must be evaluated by the project structural engineer.

Based on our experience with similar projects, drop, air, or diesel hammers having rated energies in the range of 20 to 40 ft-kips should be suitable for pile installation. Prior to the start of construction, a wave equation analysis should be performed by the contractor’s engineer to verify that the proposed driving system (i.e., hammer type and size) is capable of driving the piles to the desired depth. Pile driving operations should be observed by a qualified engineering technician under the geotechnical engineer’s supervision to evaluate whether the piles are encountering expected driving resistances and to note any damage or other concerns during installation. If timber piles are used, we strongly recommend the use of caps, collars, and driving shoes to limit potential damage to the piles from the potential of hard driving once the piles reach the limestone surface.

We recommend that at least two test piles be driven across the site before production piles are ordered, to confirm the required pile length. The actual amount and locations should be determined once pile type, size, and loads are known. Test piles may be driven at production pile locations. Test pile capacities should be measured by dynamic pile testing with a Pile Driving

Analyzer (PDA), in accordance with ASTM D4945. The test piles should be about 15 feet longer in length than the estimated production piles. The test piles are highly recommended to verify penetration, skin friction capacity, and assess pile stresses. The production pile lengths should be determined on the basis of the dynamic test results, CAPWAP analyses and in situ soil conditions. Additional analyses should be performed if the hammer driving system changes.

Lateral Pile Analysis

We have preliminarily evaluated the geotechnical response of laterally loaded piles using LPile

2019. We analyzed two sizes of square PSC piles (12-inch and 14-inch) as well as a timber pile with an 8-inch diameter tip and a 12-inch top diameter. The piles were modeled assuming a free-head pile top boundary condition with 18 feet of unsupported length to account for scour losses and the height of the building. The PSC piles were modeled with a nonlinear bending stiffness using a typical section for each pile size based on the FDOT Design Standards. The timber pile was modeled as an elastic section.

The PSC piles were modeled for a pile head deflection of inch and the resulting lateral load calculated. An assumed axial load of 50 kips was applied to the pile top. Based on our LPile analyses using the aforementioned assumptions, we preliminarily recommend that the piles be installed to no less than a minimum pile tip depth of at least 20 feet below the existing ground surface in order to achieve lateral stability. If any variation in the aforementioned pile loading assumptions exists, we should be contacted to re-evaluate our analyses.

The lateral deflection, bending moment, and shear force diagrams for the piles are presented in

Appendix I.

The structural capacity of the piles has not been considered in our analyses, and the reported moment and shear distribution must be evaluated by the structural engineer. The structural engineer should also review our boundary condition assumptions (i.e., free head) to confirm that they are compatible with the foundation design. Once pile layouts and actual loading conditions are determined, additional lateral pile analysis (single or group) should be conducted to optimize pile design.

Building Condition Surveys & Vibration Monitoring

Construction activities such as demolition, clearing, grading, compaction, and pile driving generate vibrations. Our experience indicates the perception of neighboring property owners can be more significant than the actual potential for damage. Vibrations, when coupled with noise from activities such as pile driving, are readily perceptible by people. The human perception threshold is actually much smaller than the threshold for damage to structures. When neighbors perceive vibrations, which may be well below damaging magnitudes, they can become more attuned to potential property damage, often noticing old problems such as cracks in walls and driveways previously overlooked.

To gain perspective on vibration magnitudes, an understanding of human and structural response to vibrations is helpful. The U.S. Bureau of Mines (USBM) threshold criteria and AASHTO R-8-961 provides guidelines for the assessment of potential or alleged damage to structures due to earthborn vibrations. The USBM criteria is based on blasting study which resulted in a frequency based limiting vibration criteria for building structures. This study is considered applicable to construction activities producing single transient pulses, such as pile driving. AASHTO R-8-96 uses the USBM study to establish criteria relating the occurrence of cosmetic damage of structures to magnitude and frequency of vibration.

“Cosmetic damage” refers to loosening of paint, the development of small cracks within plaster or drywall joints, or the lengthening of existing cracks in plaster or drywall joints. Figure 3 (following page) graphically illustrates that safe level threshold of peak particle velocity (PPV) increase from

0.2 to 2.0 in./sec with increasing frequency content. The safe level threshold is considerably higher for the structural components of a building. The frequency of vibrations generated during pile driving with impact hammers is generally in the 10 to 40 Hz range.

1 AASHTO R-8-96: Evaluation of Transportation-Related Earthborn Vibrations.

Figure 2: US Bureau of Mines “Safe Level Threshold”

Vibrations near the USBM threshold are unlikely to cause structural damage to modern buildings;

however, there is a potential that cosmetic damage, particularly to older structures, may result if the

USBM threshold limit is exceeded. Vibration levels that are considered safe for structures can be an annoyance or even uncomfortable when subjectively experienced by humans. The USBM and other studies indicate human perception of vibrations begin at levels as low as 0.03 to 0.04 in./sec.

FDOT…