Technical Specifications, Special Provisions and Supplemental Terms and Conditions

For

PINE RIDGE CANAL WEIR #1 REPLACEMENT

Collier Co. Project No.: 60119 Collier Co. Work Order No.: 4500176724

Atkins Project No.: 100055052 Date: June 26, 2018

TABLE OF CONTENTS

GENERAL TECHNICAL SPECIFICATIONS ...... 1 ADDITIONAL TECHNICAL SPECIFICATIONS ...... 23 SECTION 101 - MOBILIZATION ...... 24 SECTION 110 - CLEARING AND GRUBBING ...... 27 SECTION 120-SPECIAL – DITCH FINISH GRADING ...... 28 SECTION 400.1-SPECIAL – DEWATERING ...... 29 SECTION GATE-SPECIAL – Face-Mounted STAINLESS-STEEL SLide Gate 30 SECTION SG-SPECIAL – STAFF GAUGES ...... 54 SPECIAL PROVISIONS ...... 56 CONTROL OF THE WORK ...... 57 CONTROL OF MATERIALS...... 57 DISCHARGE TO OR WORK OR STRUCTURES IN NAVIGABLE WATERS OF THE U.S., WATERS OF THE U.S. AND WATERS OF THE STATE...... 58 LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – PREFERENCE TO STATE RESIDENTS ...... 59 LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – E- VERIFY ...... 59 LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – SCRUTINIZED COMPANIES...... 60 PROSECUTION AND PROGRESS ...... 60 LIMITATIONS OF OPERATIONS – FENCING ...... 61 SUPPLEMENTAL TERMS AND CONDITIONS ...... 62 CONTROL STRUCTURE (WEIR) BENCHMARKS ...... 63 FUEL & BITUMINOUS COST ADJUSTMENTS NOT PROVIDED ...... 63 PROJECT INFORMATION SIGN ...... 63 MAINTENANCE OF TRAFFIC ...... 63 Removal of rock formations for construction of weir ...... 64 APPENDICES...... 65 APPENDIX A – GEOTECHNICAL REPORT ...... 66

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 1

GENERAL TECHNICAL SPECIFICATIONS

INCLUSION OF FDOT STANDARD SPRCIFICATIONS

Division I – General Requirements and Covenants, Division II - Construction Details and Division III - Materials, of the 2016 Edition of the Florida Department of Transportation (“FDOT”) Standard Specifications for Road and Bridge Construction, as amended, shall apply to and form a part of this Contract. Where a FDOT Section is cited that contains references to other Sections, they shall also be included as though written herein.

Revisions, deletions, and/or additions to the FDOT Standard Specifications are contained in the Technical Specifications included in this document.

Where a reference is made to “Department” or “Department’s Representative” in the FDOT Standard Specifications and Technical Specifications, it shall mean “Collier County” or “Collier County’s Representative”, as applicable.

Where FDOT Standard specifications refer to the “Engineer”, “Engineer of Tests”, or “Division of Tests”, it shall be understood to mean the Engineer or the Collier County. Copies of the FDOT Specification Manual and Supplements can be obtained from:

STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION http://www.dot.state.fl.us/programmanagement/Implemented/SpecBooks/July2016/Files /716eBook.pdf

Method of measurement and basis of payment for material and work performed in conformance with the FDOT Standard Specifications and Technical Specifications shall be as indicated in the BID SCHEDULE, included herein. The lump sum and/or unit cost bid shall be full compensation for labor, equipment, materials, and incidentals necessary to complete the Work in conformance with the Contract Documents.

All Indexes are to be referenced from the FDOT FY 2016-17 Design Standards.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 1

ADDITIONAL TECHNICAL SPECIFICATIONS

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SECTION 101 - MOBILIZATION

DESCRIPTION

The work specified in this Section shall conform to the FDOT Specifications referenced below.

FDOT Sections 101-1 thru 101-2

The contractor shall keep and maintain one (1) copy of all project plans, drawings, specifications, addenda, written amendments, change orders, work directive orders, supplemental agreements and other written interpretations and clarifications, and shall be annotated by the Contractor to show updated construction deviations as well as design changes authorized by the Engineer during construction.

The price and payment for Mobilization includes the preparation of the project Stormwater Pollution Prevention Plan and the filing of a FDEP Notice of Intent (NOI) and FDEP Notice of Termination (NOT). The Notice of Intent shall be filed prior to the first payment application. The Notice of Termination shall be filed prior to the final payment.

The price and payment for Mobilization includes preparing, filing and obtaining a FDOT General Use permit (under F.A.C. 14-20.010) to perform the channel reshaping activities within the FDOT right-of-way for US 41.

The price and payment for Mobilization includes the costs associated with obtaining or modifying a SFWMD dewatering permit. The price and payment for Mobilization also includes the costs associated with procuring any permits for dewatering that are for additional dewatering activities which are not specified in the dewatering permit obtained from the South Florida Water Management District for this project.

The price and payment for Mobilization includes all job site set up including signage and sanitary facilities. The price and payment for Mobilization includes all labor and materials necessary for demobilization.

The price and payment for Mobilization includes As-built/record drawings. As- Built/Record Drawings are to be provided to the County’s Project Manager within ten (10) days of substantial project completion. One (1) copy in the following formats: PDF, AutoCAD and a hard copy. As-built/record drawings shall be in accordance with FDOT Construction Project Administration Manual, chapter 5.12.

When changes to the plans are required after contract award, all final drawings, specifications, plans, surveys, reports, computation books, or documents shall be issued by a responsible Florida Professional Engineer, Licensed Architect and/or Florida licensed Surveyor and must be signed, dated, and stamped with the engineer’s and/or Surveyor’s seal as applicable. The Professional Engineer and/or Licensed Surveyor may Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 24

be part of the contractor’s staff or the Engineer of Record for the contract plans. The Engineer of record must be notified of all revisions and/or modifications made to the contract documents.

During the construction of a bridge or any structure, all foundation construction records such as structure subsurface elevations (footers, sheetpile, etc.), pile driving records, shaft tip elevations, and borings shall be included as part of the as-built documents. These records provide critical information necessary for future inspection, maintenance, emergency management, enhancement, reconstruction, and/or demolition of these structures. These records shall be delivered to the Owner’s representative at the completion of the project and prior to final payment to the contractor.

• The Contractor and his Florida Registered Professional Surveyor and Mapper (P.S.M.) are responsible for the Project’s As-Built/Record Drawings.

• Prior to construction commencement, the Contractor shall meet with the Design Professional and P.S.M. to determine the Project’s critical points to the final As- Builts. The Contractor shall also coordinate with the Design Professional and P.S.M. to facilitate measurement at those critical Project points.

• The Contractor’s Final Payment shall be withheld pending the Design Professional and P.S.M. Certification of the contracted improvements is per design.

• During the progress of the work the Contractor shall keep and maintain one (1) “Approved for Construction” copy of all project plans, drawings, specifications, and any addenda, written amendments, change orders, work directives orders, supplemental agreements and other written interpretations and clarifications.

• It is suggested that there be an “Approved for Construction Ghosted Plan Set” for the Contractor’s use. The Contractor shall also note to show updated construction deviations annotated in red line as well as any approved design changes authorized by the Design Professional. All deviations shall be initialed and dated by the Contractor.

• All survey information depicted on the As-Built Drawings shall be collected under the direct supervision of the P.S.M. in accordance with Florida Statute Chapters 177 and 472 and Chapter 61 G-17 of the Florida Administrative Code.

• The County will retain 5% of the mobilization payment until As-built/Record Drawings are submitted.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 25

METHOD OF MEASUREMENT

Measurement of Section 101 shall be Lump Sum

BASIS OF PAYMENT

Payment will be made under:

Item No. 101-1 Mobilization – lump sum

END OF SECTION 101

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 26

SECTION 110 - CLEARING AND GRUBBING

DESCRIPTION

The work specified in this Section shall conform to the Specifications as referenced below from the FDOT.

FDOT Sections 110-1 through 110-12

All areas of excavation, embankment and structures shown on the plans shall be cleared and grubbed under this item.

All work associated with tree removal shall be included in the payment for clearing and grubbing.

Pay item 110-3 (Removal of Existing Weir Structure, Concrete Mat & Rip Rap) includes demolition and removal of the existing Pine Canal Weir #1 weir structure and existing rip rap as indicated on sheet C-3 of the plan set.

Pay item 110-3 (Removal of Existing Weir Structure, Concrete Mat & Rip Rap) includes any and all dewatering activities necessary and associated with the demolition and removal of the Pine Canal Weir #1 weir structure and existing adjacent revetment.

METHOD OF MEASUREMENT

Measurement of Clearing and Grubbing will be lump sum. Measurement of Removal of Existing Structures will be lump sum.

BASIS OF PAYMENT

Pay Items will be made under:

Item No. 110-1-1 Clearing and Grubbing – lump sum Item No. 110-3 Removal of Existing Structures – lump sum

END OF SECTION 110

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 27

SECTION 120-SPECIAL – DITCH FINISH GRADING

DESCRIPTION

A. Final Contours: Perform finish grading in accordance with the completed contour elevations and grades shown and blend into conformation with remaining natural ground surfaces.

1. Leave all finished grading surfaces smooth and firm to drain. 2. Bring finish grades to elevations within plus or minus 0.10 foot of elevations or contours shown.

B. Surface Drainage: Perform grading on the canal banks in a manner to prevent accumulation of water and provide positive drainage to the canal. Where necessary or where shown, extend finish grading to ensure that water will be carried to drainage ditches, and the site area left smooth and free from depressions holding water.

METHOD OF MEASUREMENT

Measurement will be by square yard.

BASIS OF PAYMENT

Pay Items will be made under:

Item No. 120-SPECIAL Ditch Finish Grading – per square yard

END OF SECTION 120-SPECIAL

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 28

SECTION 400.1-SPECIAL – DEWATERING

The work specified in this Section shall conform to the specifications as referenced below.

Work in this section includes any and all processes, services and/or materials necessary for dewatering the Pine Ridge Canal to construct the concrete weir structure and install the slide gate and associated gate hardware and any other construction activities necessary to complete the project (except those items included under pay item No. 110- 3).

Contractor must maintain upstream water level at the site within the range of 4.5 ft. NAVD and 5.0 ft. NAVD during duration of construction unless the stage is lowered by natural dry season water table decline.

If the contractor is working through the “traditional” rainy season, the Contractor will be required to have a method in place to allow stormwater to pass through the system, while maintaining work activities and also not causing adverse impacts to upstream properties.

Release / discharge of water downstream into Cocohatchee River will be necessary during construction. No discharge of turbid water downstream will be allowed.

METHOD OF MEASUREMENT

Lump Sum

BASIS OF PAYMENT

Payment will be made under:

400.1-SPECIAL Dewatering – lump sum

END OF SECTION 400.1-SPECIAL

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 29

SECTION GATE-SPECIAL – FACE-MOUNTED STAINLESS-STEEL SLIDE GATE DESCRIPTION

The work specified in this section shall conform to the Hydro Gate specifications for the one (1) 8’(W) x 2’(H) face-mounted stainless-steel slide gate (or approved equal). The gate and associated stainless steel components shall be made of 316L stainless steel. All items necessary for complete installation of a slide gate system that can be manually actuated are included under this item and are described in detail on the next pages.

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PRODUCT SPECIFICATIONS

STAINLESS STEEL SLIDE & WEIR GATE

GENERAL

SUMMARY

A. The Contractor shall provide all labor, materials, equipment, and incidentals required to furnish and install slide gates, operating stems, and operating floor stands, complete and operational with all necessary accessories as shown on the Contract Drawings, as specified herein, or as required for complete operation.

B. The Contractor shall obtain all equipment specified in this Section from one manufacturer to ensure proper coordination and functionality. The manufacturer shall have responsibility for performance and compatibility of the entire system. This does in no way relieve the Contractor for ultimate responsibility under this Contract for equipment, coordination, installation, operation and guarantee.

C. The Contract Drawings are for the purpose of guidance and to show functional features and required external connections. They do not necessarily show all components necessary to accomplish the desired results nor do they necessarily show all components required to interface with the equipment. The Contractor shall provide all parts, equipment, and devices necessary to meet the functional requirements of the system.

REFERENCES

A. Comply with applicable provisions and recommendations of the following, except as otherwise shown or specified:

1. American Water Works Association (AWWA C561) 2. American National Standards Institute (ANSI) 3. American Society for Testing and Materials (ASTM)

SYSTEM DESCRIPTION

A. Design Requirements:

1. The slide gates shall be manufactured in accordance with the latest version of AWWA C561, and shall be constructed of stainless steel (ASTM 304L or 316L).

2. Liberal safety factors will be used in the design of all equipment. Working stresses will not exceed the lower value of one half of the yield strength or one fourth of the ultimate strength of the material, whichever is less. The slide gates and appurtenances shall be designed for installation in the structures as shown on the plans.

Form 13718 r2-17 page 1 of 5 PRODUCT SPECIFICATIONS

STAINLESS STEEL SLIDE & WEIR GATE

SUBMITTALS

A. For approval: Submit the following shop drawings for approval:

1. Manufacturer’s information, specifications, and data showing dimensions, materials of construction, and weight of all major items of equipment.

2. Installation diagrams showing location, arrangement, and size of all fasteners required for the equipment.

3. Setting drawings, templates, and instructions for installation of frames, thimbles, etc.

4. Certification that all components were designed based upon the maximum seating and unseating heads described herein.

B. Upon completion of installation, submit a digital copy of the Operation and Maintenance Manual for this equipment. A final copy of this manual shall be approved by the Engineer prior to distribution and as a minimum shall contain the following:

1. Operational and maintenance manuals shall include all approved shop drawings associated with this Section, complete instructions for installation, and parts list for all components.

2. Include a list and frequency of specific maintenance activities.

PRODUCTS

MANUFACTURERS

A. Provide slide gates as manufactured by the following:

1. Henry Pratt Company (Hydro Gate brand). 2. Approved equal.

EQUIPMENT MATERIALS

A. All slide gates shown on the plans and listed in the specifications shall conform in all respects to the latest version of AWWA C561, with the noted changes and additions: Materials used in construction of slide gates and appurtenances will be best suited for the application and will conform to the following specifications:

1. Frame, Slide, Reinforcing Members and Self-contained Yoke (as required): Stainless Steel, ASTM A240/A240M, Type 304L or 316L.

2. Stems and retainer bars: Stainless Steel, ASTM A276, Type 304 or 316.

3. Fasteners: Stainless Steel, ASTM F593/F594, Alloy Group 1 or 2 (Type 304 or 316).

Form 13718 r2-17 page 2 of 5 PRODUCT SPECIFICATIONS

STAINLESS STEEL SLIDE & WEIR GATE

4. Invert seals and compression load pad: Neoprene or EPDM, ASTM D2000, 60 Durometer.

5. Side seal: Ultra High Molecular Weight (UHMW) Polymer, ASTM D4020.

6. Top wedges: Stainless Steel, ASTM A351-CF8M, Type 304 or 316

7. Pedestals, Wall Brackets and Stem Guide Brackets: Cast Iron, ASTM A126, Class B or Stainless Steel, ASTM A276, Type 304 or 316.

8. Stem Guide Bushings: Silicon Bronze, ASTM B584, Alloy 873 or Ultra High Molecular Weight (UHMW) Polymer, ASTM D4020

B. Gate frame shall be flat back, embedded or channel mount as shown in the “Gate Schedule.” Spigot-back frames are not acceptable. The frame shall be an integral unit of brake form and structural shapes, rigidly assembled to form the waterway openings. Holes shall be provided for mounting on anchor bolts. Seats and seals shall be secured to the frame in a manner to insure they will remain in place, free from distortion or loosening during the life of the gate. Seat contact pressure shall not exceed 600psi at the design head.

C. Gate slide shall conform to the safety factors stated under “General”, but shall, in no case, be less than ¼ inch thick. Deflection under full head shall be limited to 1/720 of the span. The stem connector clips or stem block pocket shall be welded to the slide. Gates over 24” wide shall have adjustable top wedges in order to prevent deflection in the slide resulting from over closure.

D. Flush Bottom: Slide gates shall incorporate a flush-bottom seal that is mechanically fastened to the bottom frame invert member. The seal shall be of the materials shown in “Materials of Construction.” Press fit seals are not acceptable.

E. Side Seals: UHMW seals shall be provided as specified in the “Gate Schedule.” Seals shall be securely fastened to the frame with formed stainless steel retainers and shall be replaceable and adjustable without removing the gate from the installed position. A compression load pad shall be set behind the UHMW seal to allow for a self-adjusting seal system. The face of the UHMW guide that is in contact with the cover bar shall have a machined or extruded groove, in order to create a raised surface on each side, to allow for secondary adjustment of the seal clamp force.

F. Yoke: Self-contained gates shall be provided with a yoke designed to withstand the thrust of the operator. Yoke deflection shall not exceed 1/360 of the gate width or a maximum of ¼ inch, whichever is less at maximum operating load. The yoke head channels shall be welded to the gate frame. The channels shall be sufficiently spaced to allow removal of the gate slide.

G. The operating stem shall be of a size to safely withstand, without buckling or permanent distortion, the stresses induced by normal operating forces. In addition, the stem shall be designed to transmit in compression at least 2 times the rated output of the floor stand or bench stand with a 40-pound effort on the crank or handwheel. The threaded portion of the stem will have cold rolled threads of the double lead Acme type. Stainless Steel couplings, threaded and keyed to the stems, will join stems of more than one section. All threaded and keyed couplings of the same

Form 13718 r2-17 page 3 of 5 PRODUCT SPECIFICATIONS

STAINLESS STEEL SLIDE & WEIR GATE

size will be interchangeable. Manually operated, rising stem type gates will be provided with an adjustable stop collar on the stem to prevent over-opening of the gate.

H. Gates 48 inch and wider and having widths greater than twice their height shall be provided with two operators connected by a tandem shaft for simultaneous operation.

I. Stem guides will be split collar bronze type, mounted on cast iron brackets to allow for installation after the stem is placed. They will be adjustable in two directions and will be spaced at sufficient intervals to adequately support the stem. The inside diameter of the guide shall be 1/8 inch to ¼ inch larger than the outside diameter of the stem. Stem guide spacing will not exceed an L/r ratio of 200.

J. Manually operated lifts shall be handwheel or geared crank type as shown in the “Gate Schedule.” Lifts shall operate the gate with a maximum pull of 40 lb on the handwheel or crank. Handwheel or crank shall be located approximately 36 in. above grating or walkway. All lifts shall have thrust bearings, bronze lift nuts, and a bronze stop nut to limit the downward travel of the stem and slide. All geared lifts shall have cast or ductile iron housings and cast or fabricated pedestals. All lifts shall be rising stem type if possible. Lifts shall be grease lubricated and regreasable through grease zerks. Oil bath lifts are not acceptable.

K. Motor operated lifts shall be a 460-V, 3-phase, 60-Hz motor with precision reduction gearing enclosed in weatherproof housing. The operator shall be designed to raise the gate at a rate of approximately 10 to 14 inches/min. Integral controls shall include a control power transformer, reversing controller, torque switches, limit switches, internal atmospheric controls to prevent condensation, open- stop-closed push-buttons, and gate position indicator. Where applicable, the controls shall also include a local-off remote selector switch. Motor reduction helical gear and pinion shall be of heat- treated alloy steel. Final reduction worm shall be of alloy steel and worm gear of machined, high- tensile strength bronze. All gearing shall be proportioned for 100% overload condition. Operator shall have a de-clutch lever and handwheel for manual operation.

L. A clear, polycarbonate plastic stem cover and indicator shall be provided on each slide gate operator. Stem indication shall be provided to denote gate level. A cast aluminum adaptor shall be used to mount the cover to the lift or operator. The covers shall be capped, vented, and of sufficient length to allow full travel of the gate.

FINISHES

A. The gate manufacturer shall be responsible for shop prime and finish painting of all cast iron and steel accessories supplied under this contract. All coatings shall conform to VOC Emission Regulations in effect at the manufacturing location and at the project site to allow touch up or recoating to be performed with the same products.

B. Submerged surfaces shall be cleaned to SSPC SP10, dry, and grease-free prior to painting in conformance with the paint manufacturer’s instructions. Non-submerged surfaces shall be cleaned to SSPC SP6.

C. Stainless steel gates and accessories shall not be painted.

Form 13718 r2-17 page 4 of 5 PRODUCT SPECIFICATIONS

STAINLESS STEEL SLIDE & WEIR GATE

D. All cast iron and steel accessories shall receive a primer and finished coat with a high-solids epoxy coat or approved equal for potable water use. Primer and finished coats shall be applied in the manufacturer’s shop.

E. Where required by application, the coating shall be approved for contact with drinking water by the NSF, EPA, or other appropriate governing agencies. Number of coats, mil thickness, and surface preparation shall be in accordance with the paint manufacturer’s recommendations for that application.

F. Coating for all cast iron and steel accessories shall be Ameron Amerlock 400, medium gray color.

SHOP TESTING

The completely assembled gate will be shop inspected for proper seating. Seals shall be adjusted to exclude a 0.004 inch thickness gauge between the seating surfaces. The slide gate shall be shop-operated from the fully open to the fully closed position to verify the assembly is workable.

EXECUTION

INSTALLATION

A. The slide gate equipment and appurtenances shall be installed in accordance with the Installation Manual furnished by the gate manufacturer. Extreme care should be used in handling, storage, and installation of this equipment to prevent damage or distortion of the equipment and to insure proper performance.

FIELD QUALITY CONTROL

A. Field testing shall be performed after installation of the equipment. The field testing shall demonstrate the following:

1. The equipment has been properly installed in accordance with manufacturer’s instructions and recommendations.

2. The equipment has been installed in the specified location and orientation or as shown on the Contract Drawings.

3. The equipment has been aligned.

4. There are no mechanical defects in any of the parts.

5. The slide gates shall undergo a leakage test following installation. The leakage test shall be in accordance with the latest version of AWWA C561.

Hydro Gate 1.800.678.8228 Mueller Canada 1.705.719.9965 International 1.423.490.9555 www.hydrogate.com www.muellercanada.com www.mueller-international.com [email protected] [email protected] [email protected]

Copyright © 2017 Henry Pratt Company, LLC. All Rights Reserved. The trademarks, logos and service marks displayed in this document herein are the property of Henry Pratt Company, LLC, its affiliates or other third parties. These products are intended for use in potable water applications. Please contact your Hydro Gate Sales or Customer Service Representative concerning any other application(s).

Form 13718 r2-17 page 5 of 5

METHOD OF MEASUREMENT

Measurement of this item will be lump sum for all the materials and labor for complete and accepted installation of the face-mounted slide gate and associated components per the manufacturer’s specifications.

BASIS OF PAYMENT

Payment will be made under:

Item No. GATE-SPECIAL Slide Gate – as lump sum

END OF SECTION GATE-SPECIAL

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SECTION SG-SPECIAL – STAFF GAUGES

DESCRIPTION

The Contractor shall install two (2) staff gauges (one upstream of the new weir location and one downstream of the new weir location) at a location to be determined and approved by the Engineer or County Representative. The Contractor shall provide all necessary equipment, labor and materials and perform all work necessary to complete installation of staff gauges, including galvanized steel pipe posts or concrete support piles for the staff gauges.

DATUM SIGN, DATUM HEIGHT OFFSET, NUMBER FIGURES AND HASH MARKS: The CONTRACTOR shall furnish materials conforming to the following provisions:

A. For pipe post mounted staff gauges, top staff gauge board shall be Tangent Technologies, LLC – PolyForce -- color extruded structural recycled plastic lumber or DISTRICT approved equal, two (2) inches x ten (10) inches white skin over black core. Bottom board shall be Tangent Technologies, LLC – PolyForce - structural recycled plastic lumber or DISTRICT approved equal, two (2) inches x twelve (12) inches black.

B. For concrete pile mounted staff gauges, staff gauge board shall be Tangent Technologies, LLC – PolyForce - color extruded structural recycled plastic lumber or DISTRICT approved equal, two (2) inches x ten (10) inches white skin over black core.

C. Hash marks, number figures, and adjustment channel shall be routed into staff gauge board by use of a computer numerical control (CNC) machine to the depth where black core is clearly visible within the entire routed area. Hash marks shall be graduated in tenths of a foot.

D. Datum sign (NAVD 88 SFWMD) panel with white and red color core material. Sign shall have a red border and be permanently mounted into routed cavity at the top off staff gauge board.

E. Datum height offset (+1.28’ TO NGVD 29) shall be routed in staff gauge board to the depth where black core is clearly visible within the entire routed area.

STEEL PIPE POSTS:

A. Pipe posts may be driven either manually or dynamically. In rock areas or soft bottom areas, diagonal bracing with pipe or two (2) inches x six (6) inches pressure treated lumber may be required to obtain sufficient stability.

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CONCRETE PILES:

A. Pre-punching or pilot-drilling holes shall be performed when necessary to allow piles to be driven through rock.

B. Concrete piles shall be capped with a one (1) inch minimum thick layer of non – shrink epoxy grout applied after driving the pile. Prepare the surface of the pile in accordance with grout MANUFACTURER’s instructions.

STAFF GAUGES:

A. The CONTRACTOR shall install permanent slide mounted staff gauge(s) on concrete pile(s) or steel pipe post(s) with elevations referenced to NAVD 88 as shown on the Drawings. A 5” high x 8.5” wide sign with two (2) inch Series B alphabet height shall be permanently mounted into a routed cavity at the top off staff gauge board to identify the NAVD 88 reference datum.

B. The CONTRACTOR shall level staff gauge elevations to within +/- 0.01 feet or less. All leveling will be performed under the direct supervision of a Professional Surveyor or Mapper licensed in the State of Florida. Leveling will meet or exceed the National Geodetic Survey Standards for third order leveling (12mmk). Field notes for each site shall be reviewed by surveyor and certified as meeting the leveling standards.

METHOD OF MEASUREMENT

Measurement will be by each

BASIS OF PAYMENT

Payment will be made under:

Item No. SG-SPECIAL Staff Gauges – by each

END OF SECTION SG-SPECIAL

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SPECIAL PROVISIONS

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CONTROL OF THE WORK (REV 3-15-02) (7-16)

SUBARTICLE 5-1.1 is expanded by the following:

All reference to separate payment for individual items of work will not apply. The cost for various items of work will be included and paid for under the Contract Lump Sum Price.

ARTICLE 5-2. The first paragraph is deleted and the following substituted:

These Specifications, the Plans, Special Provisions, and all supplementary documents are integral parts of the Contract; a requirement occurring in one is as binding as though occurring in all. In addition to the work and materials specifically called for in the Contract Documents and any additional incidental work, not specifically mentioned, when so shown in the Plans, or if indicated, or obvious and apparent, as being necessary for the proper completion of the work will be included in the Contract Lump Sum Price.

SUBARTICLE 5-7.6 is deleted.

CONTROL OF MATERIALS (REV 8-17-09) (FA 8-24-09) (7-16)

ARTICLE 6-1 is expanded by the following new Subarticles:

6-1.3.3 Lump Sum Project General Requirements: Material is accepted by material sampling and testing requirements for the following work activities: earthwork and related operations, base courses, hot bituminous mixtures, portland cement concrete, and reinforcing steel as stated in 105-2. Fabricated metal acceptance will be in accordance with 105-1.2.3. All other material acceptance will be in accordance with 6-1.

6-1.3.4 Certification on Approved Product List (APL) Products: Submit to the Engineer a notarized manufacturer’s certification on each APL product that will be incorporated in the project. Submit the certification prior to utilization of the material on the project. Each certification will have the manufacturer letterhead, product name, batch number, FPID, Contract Number, category, county, title of certification person and test results in each product listed in the Department Specification. This letter will also provide the following statement: “This product meets the material specifications as provided in the Contract Documents.” Ensure that the date of the manufacturer’s certification is current to the shelf life of the product. This letter will

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 57

be delivered to the jobsite prior to placement or utilization. Retain test results for a minimum of three years.

6-1.3.5 Certification on all Other Materials Not Specified: Submit to the Engineer a notarized manufacturer’s certification on each product that will be incorporated in the project. Submit the certification prior to utilization on the project. Each certification will have the manufacturer letterhead, identification and type of material, FPID, Contract Number, county, test results of the material and notarized signature from the manufacturer. This letter will also provide the following statement: “This product meets the material specifications as provided in the Contract Documents.” Ensure that the date of the manufacturer’s certification is current to the shelf life of the product. Retain test results for a minimum of three years.

DISCHARGE TO OR WORK OR STRUCTURES IN NAVIGABLE WATERS OF THE U.S., WATERS OF THE U.S. AND WATERS OF THE STATE. (REV 6-9-15) (FA 7-22-15) (7-16)

SUBARTICLE 7-2.2 is expanded by the following:

The “State of Florida Department of Environmental Protection (DEP) Generic Permit for Stormwater Discharge from Large and Small Construction Activities” applies to this Contract. Obtain a copy of the permit through the Department’s website and comply with the requirements of the permit. The URL for obtaining a copy of the permit is http://www.dep.state.fl.us/water/stormwater/npdes/permits_forms.htm

In accordance with the requirements of the DEP generic permit, accept responsibility for the following:

(a) Preparation, execution and submission of DEP Generic Permit Notice of Intent (NOI) and payment of associated fee(s) (b) Preparation and submission of Erosion Control Plan as outlined in Section 104 (c) Any Contractor initiated SWPPP modifications (d) Performing inspections using a qualified inspector (e) Completion of SWPPP construction inspection reports (f) Executing associated certification forms provided by the Engineer (g) Preparation, execution and submission of Notice of Termination (NOT) of the DEP Generic Permit coverage .

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 58

Use the SWPPP Construction Inspection Form provided by the Engineer to report all inspection findings and to document all corrective actions taken as a result of the inspection. Sign each inspection report and submit it weekly to the Engineer.

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – PREFERENCE TO STATE RESIDENTS (REV 1-13-12) (7-16)

SECTION 7 is expanded by the following new Article:

7-28 Preference to State Residents

Florida Statutes 255.099 (Chapter 2010-147, Section 50, Laws of Florida), providing for preference to residents of the State of Florida, is hereby made a part of this Contract:

Each contract that is funded by state funds must contain a provision requiring the contractor to give preference to the employment of state residents in the performance of the work on the project if state residents have substantially equal qualifications to those of nonresidents.

As used in this Section, the term “substantially equal qualifications” means the qualification of two or more persons among whom the employer cannot make a reasonable determination that the qualifications held by one person are better suited for the position than the qualifications held by the other person or persons.

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – E- VERIFY (REV 6-13-11) (FA 6-16-11) (7-16)

SECTION 7 is expanded by the following new Article:

7-29 E-Verify

The Contractor shall utilize the U.S. Department of Homeland Security’s E-Verify system to verify the employment eligibility of all new employees hired by the Contractor during the term of the Contract and shall expressly require any subcontractors performing work or providing services pursuant to the Contract to likewise utilize the U.S. Department of Homeland Security’s E-Verify system to verify the employment eligibility of all new employees hired by the subcontractor during the Contract term.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 59

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – SCRUTINIZED COMPANIES. (REV 4-20-16) (10-16)

SECTION 7 is expanded by the following new Article:

7-30 Scrutinized Companies

For Contracts $1,000,000 and greater, if the Department determines the Contractor submitted a false certification under Section 287.135(5) of the Florida Statutes, or if the Contractor has been placed on the Scrutinized Companies with Activities in the Sudan List, the Scrutinized Companies with Activities in the Iran Petroleum Energy Sector List, or the Scrutinized Companies that Boycott Israel List, the Department shall either terminate the Contract after it has given the Contractor notice and an opportunity to demonstrate the Department’s determination of false certification was in error pursuant to Section 287.135(5)(a) of the Florida Statutes, or maintain the Contract if the conditions of Section 287.135(4) of the Florida Statutes are met.

PROSECUTION AND PROGRESS (REV 8-1-00) (7-16)

SUBARTICLE 8-4.1. The fifth paragraph is deleted.

SUBARTICLE 8-7.3.1 is deleted and the following substituted:

8-7.3.1 Increased Work: The Department may grant an extension of Contract Time when it increases the Contract amount due to adding new work or providing for unforeseen work. The Department will base the consideration for granting an extension of Contract Time on the extent that the time normally required to complete the additional designated work delays the Contract completion schedule.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 60

LIMITATIONS OF OPERATIONS – FENCING (REV 6-17-04) (FA 7-13-04) (7-16)

SUBARTICLE 8-4.8 is deleted and the following substituted:

8-4.8 Fencing: Erect permanent fence as a first order of business on all projects that include fencing where the Engineer determines that the fencing is necessary to maintain the security of livestock and other animals on adjacent property, or for protection of pedestrians who are likely to gain access to the project from adjacent property. Secure the right of way on Limited Access Facilities at all times by a fence, either temporary or permanent, that meets the height of the existing fence or the height required in the Contract.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 61

SUPPLEMENTAL TERMS AND CONDITIONS

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 62

CONTROL STRUCTURE (WEIR) BENCHMARKS

The Project requires that the weir have a benchmark (Brass Disc only - Elevation in ft. NAVD88) with a known elevation established. The contractor shall construct the structure with the required benchmark as a part of the unit contract price for the structures at no additional cost to the County. The Contractor will be responsible for establishing the elevation of the benchmarks. NOTE: Contractor shall be aware of stringent construction tolerances with regards to weir elevations.

FUEL & BITUMINOUS COST ADJUSTMENTS NOT PROVIDED

Section 9-2.1.1 Fuels and Section 9-2.1 Bituminous Materials of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction, 2016, are deleted. While it is recognized that a primary cost factor of this bid is based on the price of petroleum and that conditions in this market could become unstable and beyond the control of the bidder, it is also recognized that the availability of funding to compensate for future cost increases will be even scarcer should this occur. The county chooses not to obligate itself for these costs and has not provided for these cost adjustments in the contact. The Contractor shall take this risk into consideration when submitting their bid.

PROJECT INFORMATION SIGN

The contractor shall provide one project information sign in clear public view for the project. Details and location of the sign will be provided by Collier County. All costs to provide and install the projects sign will be included in the unit price for Bid Item 101-1 “Mobilization”.

MAINTENANCE OF TRAFFIC

All maintenance of traffic (MOT) shall conform to the FDOT Standard Index 600 series. Contractors shall submit complete MOT plans twenty-one (21) days prior to construction for County and CEI approval. All MOT related costs shall be included under Pay Item 102-1.

All costs for maintaining traffic, including but not limited to: temporary pavement, drainage, striping, signing etc. shall be included in the Lump Sum price for Item 102-1 “Maintenance of Traffic”.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 63

REMOVAL OF ROCK FORMATIONS FOR CONSTRUCTION OF WEIR

The Contractor shall be aware that all removal of cap rock and any other rock formations necessary to construct the project as shown in the corresponding plan set is included in the unit costs for installing the sheet pile and concrete (pay items 455-133-3 and 400-4-11) associated with the weir and shall be removed by the Contractor at no additional expense to the County. The geotechnical report is included in Appendix A of this document and includes SPT borings on the west canal bank in the vicinity of the proposed weir, and channel probes on the canal bottom at the proposed weir. The Contractor is responsible for taking any additional measures (if deemed necessary by the Contractor) to determine the amount and consistency of the rock (if any) within the canal to determine the Contractor bid price for constructing this project.

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 64

APPENDICES

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 65

APPENDIX A – GEOTECHNICAL REPORT

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 66

SUBSURFACE SOIL EXPLORATION ANALYSIS AND RECOMMENDATIONS PROPOSED PINE RIDGE WEIR REPLACEMENT NAPLES, COLLIER COUNTY, FLORIDA

Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants

OFFICES

Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860 Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) 533-0858 Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (321) 632-2503 Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (239) 768-6600 Miami, 2608 W. 84th Street, Hialeah, Florida 33016, Phone (305) 825-2683 Port St. Lucie, 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986, Phone (772) 878-0072 Sarasota, 78 Sarasota Center Blvd., Sarasota, Florida, Phone (941) 922-3526 Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (850) 576-6131 Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (813) 620-3389 West Palm Beach, 2200 N. FL Mango Rd., Ste. 101, West Palm Bch., FL 33409, Phone (561)687-8200

MEMBERS: A.S.F.E. American Concrete Institute American Society for Testing and Materials Florida Institute of Consulting Engineers Ardaman & Associates, Inc.

Geotechnical, Environmental and Materials Consultants

Ardaman Project No. 17-33-4549 August 10, 2017 Atkins North America, Inc. 4030 Boy Scout Boulevard, Suite 700 Tampa, FL 33607

Attention: Mr. Mark Erwin, P.E., CFM

SUBJECT: Subsurface Soil Exploration Analysis and Recommendations Proposed Pine Ridge Weir Replacement Naples, Collier County, Florida

Gentlemen:

As requested and authorized by Atkins North America, Inc. (Atkins), Ardaman & Associates, Inc. (Ardaman) has completed the subsurface soil exploration program for the subject project. The purposes of this program were to evaluate the general subsurface conditions at the site and provide recommendations for sheet piling design and installation including seepage analysis.

This report documents our findings and conclusions. It has been prepared for the exclusive use of Atkins for specific application to the subject project in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made.

SCOPE

The scope of our services was limited to the following items:

1. Conducting two Standard Penetration Test (SPT) borings to determine the nature and condition of the subsurface soils.

2. Installing one Piezometer to a depth of 10 feet and performing an in-situ permeability test to determine the hydraulic conductivity.

3. Performing muck probes across the canal to determine the vertical extent of organic material buildup.

9970 Bavaria Road, Fort Myers, Florida 33913 Phone (239) 768-6600 FAX (239) 768-0409 Florida: Bartow, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport Report of Subsurface Soil Exploration August 10, 2017 Analysis and Recommendations Project No. 17-33-4549 Proposed Pine Ridge Weir Replacement Page No. 2 Naples, Collier Co., FL

4. Reviewing each soil sample obtained in our field exploration program by a geotechnical engineer in our laboratory for further identification and assignment of laboratory tests.

5. Performing the appropriate laboratory tests on selected samples.

6. Analyzing the existing soil conditions with respect to the proposed construction as it relates to foundation design.

7. Preparing this report to document the results of our field exploration, seepage analysis and foundation design recommendations.

PROJECT DESCRIPTION AND SITE LOCATION

The existing weir located just south of Immokalee Road and west of Goodlette-Frank Road will be removed and a new weir will be constructed farther south of Creekside Boulevard as shown on the attached Site Location Map presented as Figure 1. Drill rig access was limited to the west side of the canal. The boring locations are shown on the Boring Location Plan presented as Figure 2.

FIELD EXPLORATION PROGRAM

SPT BORINGS

Our field exploration consisted of performing two Standard Penetration Test (SPT) borings. The SPT borings were drilled to a depth of 35 feet below the existing ground surface. The SPT borings were conducted using methods consistent with ASTM D-1586. The equipment and procedures used in the SPT borings are described in detail in the Appendix.

PIEZOMETER INSTALLATION AND IN-SITU PERMEABILITY TESTING

Our field exploration program also included installation of one piezometer (PZ-1) for in-situ permeability testing. Piezometer depth was determined from the soil profiles encountered in the SPT borings, which showed that permeable sands only exist to depths of approximately 9 to 13 feet. Below this depth, silty sands (SM), sandy silts (ML) and sandy clays (CL) with very low permeability were encountered to the 35-foot depth drilled. The borehole for the piezometer was advanced using a hollow-stem auger to a depth of 10 feet. The 2-inch diameter piezometer was then constructed by inserting a 5-foot length of machine-slotted, 0.010-inch PVC well screen to the bottom of the borehole and then backfilling the annular space with 20/30 grade silica sand to

Ardaman & Associates, Inc. Report of Subsurface Soil Exploration August 10, 2017 Analysis and Recommendations Project No. 17-33-4549 Proposed Pine Ridge Weir Replacement Page No. 3 Naples, Collier Co., FL just above the slotted section. A 1/2-foot thick layer of bentonite chips was then placed above the silica sand and then native soil was backfilled to the surface. PVC casing was connected to the screened section using a flush-threaded joint. After determining the static groundwater level in the piezometer, measured volumes of water were introduced into the casing to maintain a constant hydraulic head and the amount of time was recorded for each trial. The results of the constant-head permeability test is summarized as follows.

Test Screened Soil Type Hydraulic Conductivity (k) Location Zone PZ-1 5' to 10' BGS Fine sand (SP) / 21 ft./day Slightly silty fine sand (SP-SM)

The locations of the borings and piezometer are shown on the attached Boring Location Plan (Figure 2). They were located by measurement from the site features shown on an aerial photograph of the site obtained from Google Earth Pro. Therefore, the locations indicated should be considered accurate only to the degree implied by the method of measurement used. If a more precise location of the borings is desired, then we recommend that a registered land surveyor be employed to locate the borings on site. GPS coordinates of each boring location are provided on the boring logs.

MUCK PROBES ACROSS CANAL

Muck probing across the canal to determine the extent of organic material buildup was to be performed on June 29, 2017; however, on the same day a County excavator was on site clearing the canal of vegetation. Our muck probe crew observed the clearing operation for a while and observed that the excavator’s bucket was hitting caprock at a depth of 2 to 3 feet below the water surface, corresponding to about 3 to 4 feet below the top of bank. The operator suggested to us that the rock was not consistent across the canal width, which is typical for a weathered caprock layer. Photographs of the operation are included in the Appendix. There is no muck in the canal bottom now.

GENERAL SUBSURFACE CONDITIONS

The general subsurface conditions encountered during the field exploration are shown on the attached soil boring logs. Soil stratification is based on examination of recovered soil samples and interpretation of the field boring logs. The stratification lines represent the approximate boundaries between the soil types, the actual transitions may be gradual.

A generalization of subsurface soil conditions encountered in the borings is described below.

Depth From To Soil Description

Ground Surface 9' - 13' Medium dense fine sands (SP) and slightly silty fine sands (SP-SM).

9' - 13' 17' - 18' Loose slightly silty fine sand (SM). Note: Test boring SPT-1 encountered Soft Weathered Limestone from 15 to 17 feet.

17' - 18' 28' Very loose calcareous very silty fine sands (SM) and sandy silts (ML).

28' 35' (TERM) Firm sandy lean clays (CL).

Groundwater was encountered in the boreholes at depths ranging from 2.5 to 3.5 feet below the existing ground surface at the time of our field exploration (6/14/17). The groundwater depths shown on the boring logs represent the groundwater surface encountered on the dates shown. Fluctuations in groundwater level should be anticipated throughout the year due to seasonal variations in rainfall, and other factors.

LABORATORY TESTING PROGRAM

Representative soil samples obtained during our field sampling operation were packaged and transferred to our office and, thereafter, examined by a geotechnical engineer to obtain more accurate descriptions of the existing soil strata. Laboratory testing was performed on selected samples as deemed necessary to aid in soil classification and to further define the engineering properties of the soils. The laboratory tests included Natural Moisture Content, Percent Finer than the U.S. No. 200 Sieve (percent silt and clay), and Sieve Analysis.

The test results are presented on the attached soil boring logs at the depths from which the samples were recovered. The results of sieve analysis are presented on the grain-size distribution sheet (Plate 1) included in the Appendix. The soil descriptions shown on the logs are based upon visual-manual procedures in accordance with local practice. Soil classification is in general accordance with the Unified Soil Classification System (ASTM D-2487) and is also based on visual-manual procedures.

ANALYSIS AND RECOMMENDATIONS

The proposed weir structure will cross the canal just south of Creekside Boulevard. Based on provided information to date, the weir will consist of steel sheet piling with a reinforced concrete cap. The top of the structure will be at +7.6 ft. NAVD88 and the weir crest will be at +4.7 feet. A control gate can be opened to the control (sill) elevation of +3.1 feet. When the gate is closed, the top of the gate is at +5.6 feet.

Seepage Analysis

Seepage analyses were performed to assess subsurface seepage characteristics beneath the proposed weir structure. The seepage analyses were performed using the SEEP2D computer program, as included in the Groundwater Modeling System (GMS) graphical interface program, version 5.0 by Brigham Young University.

For the purposes of our analysis, we have assumed a maximum head difference of 6 feet across the weir with a headwater elevation of +6.0 feet and a tail water elevation of 0.0 feet. If the head difference may be greater than this, we should be notified and given the opportunity to revise our recommendations, if necessary. For the seepage analyses, the soil stratigraphy beneath the weir structure was defined as four layers as described below.

Layer Elevation (feet, NAVD88) Description 1 +8' to -4.5' Sand (SP, SP-SM) 2 -4.5' to -15' Silty Sand (SM) 3 -15 to -19.5' Very Silty Sand (SM) to Sandy Silt (ML) 4 -19.5' to -28' Sandy Clay (CL) * Based on an average ground surface elevation of +8 ft. NAVD88 at our test boring locations.

An in-situ permeability test was performed in Layer 1 to determine its hydraulic conductivity (k). Typical hydraulic conductivity (k) values for the other soil types were estimated. The values of hydraulic conductivity for each layer used for our analyses are: 21 feet per day (ft./day) for Layer 1, 20 ft./day for Layer 2, 0.1 ft./day for Layer 3 and 0.01 ft./day for Layer 4.

In order to minimize seepage beneath the sheet pile wall, we recommend that the sheet piles be driven to a tip elevation no higher than -22 feet NAVD88, which is approximately 30 feet below the ground surface at the top of bank adjacent to the canal. Seepage analyses were performed for the conditions described above. Our analyses indicate that seepage rates beneath the bottom (tips) of the sheet pile wall should be less than approximately 0.05 cubic feet per day lineal foot (ft3/day/foot) of width of the sheet pile wall and that seepage exit gradients should be less than 0.03.

In addition, the sheet piles should extend at least 15 feet into the side banks of the canal (i.e., a minimum of 15 feet outside the top of the proposed 2H:1V canal bank slopes) to provide protection against excessive seepage gradients (i.e. a gradient no greater than approximately 0.10) around the ends of the structure.

WEIR SOIL DESIGN PARAMETER

The soil properties, based on the soil boring and samples obtained from our fieldwork are presented in the following table. The soil properties presented include total unit weight, gt, in pounds per cubic foot (pcf), angle of internal friction, ∅, in degrees and cohesive strength, c, in pounds per square foot (psf). Note that depth below ground surface refers to depth below ground surface at the test boring locations, which is estimated to be +8 feet NAVD88.

Soil Depth Angle of Below SPT Unit Elevation Soil Type Internal Cohesion Layer Ground Range Weight (feet, NAVD88) (USCS) Friction c (psf) Surface (N-value) gt ∅ (degrees) (feet) (pcf) 1 0 - 10' 8' to -2' 13 - 24 SP, SP-SM 115 32 0 2 10' - 17' -2' to -9' 2 - 6 SM 110 29 0 3 17' - 23' -9' to -15' 0 - 2 ML 105 28 0 4 23' - 35' -15' to -27' 0 - 3 CL 110 0 500

Based upon our observation of the excavator clearing the canal of vegetation, there appears to be a thin weathered caprock layer starting at a depth of 3 to 4 feet below the top of bank. This caprock layer was not encountered in the two test borings performed on the bank, suggesting that the caprock is weathered and not consistently hard. This caprock layer will need to be excavated for sheet pile installation, which may require additional rock drilling or chiseling. No shallow caprock was encountered in the test borings. A thin stratum of Soft Weathered Limestone in boring SPT-1 was encountered between depths of 15 and 17 feet. It is possible that this thin weathered limestone stratum may be well cemented along some segments and may offer harder driving resistance.

GENERAL COMMENTS

The analysis and recommendations in this report are based on the data obtained from the two soil borings performed at the approximate locations indicated on the attached Boring Location Plan (Figure 2).

When the final design and specifications are completed, we would like the opportunity to review them to determine whether changes in the original concept may have affected the validity of our recommendations and whether these recommendations have been implemented in the design and specifications.

While the borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and may be encountered. The boring logs and related information are based on the driller's logs and visual examination of selected sample in the laboratory. The delineation between soil types shown on the logs is approximate and the description represents our interpretation of subsurface conditions at the designated boring locations and on the particular date drilled.

If you have any questions about this report, please contact this office.

Very truly yours,

Ardaman & Associates, Inc. Florida Certificate of Authorization No. 00005950

This document has been digitally signed and sealed by:

Printed copies of this document are not considered signed and sealed. The signature must be verified on the electronic documents. Gary A. Drew, P.E. No. 35504 Vice President/Branch Manager

Jerry Kuehn, P.E. Project Engineer

GAD/JK:egs

Ardaman & Associates, Inc. ATTACHMENTS

• SITE LOCATION MAP (FIGURE 1)

• BORING LOCATION PLAN (FIGURE 2)

• BORING LOGS – SPT-1 AND SPT-2

Ardaman & Associates, Inc. SITE LOCATION

Ardaman & Associates, Inc. Geotechnical, Environmental FIGURE 1 and Materials Consultants N Proposed Pine Ridge Weir Replacement SITE LOCATION MAP Atkins Project No. 100055052, P.O.#1001969 W E Creekside Boulevard SOURCE: PARTIAL COPY OF PROJECT LOCATION MAP AERIAL PROVIDED BY ATKINS NORTH AMERICA, INC. Naples, Collier County, FL

S Drawn By: Checked By: Date: ME GD 6/27/17 File No. Approved By: Figure No. 17-33-4549 Gary Drew, P.E. 1 SPT-2

SPT-1

Ardaman & Associates, Inc. Geotechnical, Environmental FIGURE 2 and Materials Consultants N Proposed Pine Ridge Weir Replacement BORING LOCATION PLAN Atkins Project No. 100055052, P.O.#1001969 W E Creekside Boulevard SOURCE: GOOGLE EARTH PRO Naples, Collier County, FL

S Drawn By: Checked By: Date: ME GD 6/27/17 File No. Approved By: Figure No. 17-33-4549 Gary Drew, P.E. 2 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: ATKINS NORTH AMERICA INC. (ATKINS) LATITUDE: N 26°16'06.9" LONGITUDE: W 81°47'30.0" PROJECT: PROPOSED PINE RIDGE WEIR REPLACEMENT DATE DRILLED: 14-JUN-2017 START: FINISH: ATKINS PROJECT NO. 100055052, P.O.#1001969 GROUND SURFACE ELEVATION: Approx.+8' NAVD88 TIME: LOCATION: NAPLES, COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft): 2.5' DATE: 14-JUN-2017 DRILL CREW: WOOTEN / SWINT LOGGED BY: G. DREW

DRILL MAKE & MODEL: CME 45 w/Auto Hammer BIT: 2-15/16" DIA. TRICONE ROLLER DRILLING RODS: AW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: OVERCAST . X G E T . I C E O O U I T T T T R M D L L N N F I N N N

S S , N A L A E E T E I E C

I C H V . T T L G A C - D N

BLOWS H S T SOIL DESCRIPTION REMARKS I T I P N N R R N W P P U S F U

O O M E O E T A

A Q P % C C A I P D R L % S L S P G 0 SP Poorly Graded Sand - LIght gray to brown Hand auger to 4' due to 1 fine sand. potential utility conflicts.

5 4- 11- 13 24 3

SP-SM Poorly Graded Sand with Silt - Gray slightly 4- 6- 7 13 4 23 8.1 silty fine sand.

2- 2- 3 5 5 SM Silty Sand - Gray slightly silty fine sand. 20 15 10

15 WOH- - 2 2 6 27 14 7 Soft Weathered Limestone

ML Sandy Silt - Very light gray fine sandy calcareous silt.

20 1- 1- 1 2 8 28 60

25 WOH- - WOH 9

CL Sandy Lean Clay - Gray sandy clay, medium plasticity.

30 WOH- - WOH 0

0- 1- 2 3 11 35 BORING TERMINATED AT 35.5' PAGE 1 OF 1

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 17-33-4549 BORING NO.: SPT-1 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: ATKINS NORTH AMERICA INC. (ATKINS) LATITUDE: N 26°16'08.2" LONGITUDE: W 81°47'30.0" PROJECT: PROPOSED PINE RIDGE WEIR REPLACEMENT DATE DRILLED: 14-JUN-2017 START: FINISH: ATKINS PROJECT NO. 100055052, P.O.#1001969 GROUND SURFACE ELEVATION: Approx.+8' NAVD88 TIME: LOCATION: NAPLES, COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft): 3.5' DATE: 14-JUN-2017 DRILL CREW: WOOTEN / SWINT LOGGED BY: G. DREW

DRILL MAKE & MODEL: CME 45 w/Auto Hammer BIT: 2-15/16" DIA. TRICONE ROLLER DRILLING RODS: AW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY / HOT . X G E T . I C E O O U I T T T T R M D L L N N F I N N N

S S , N A L A E E T E I E C

I C H V . T T L G A C - D N

BLOWS H S T SOIL DESCRIPTION REMARKS I T I P N N R R N W P P U S F U

O O M E O E T A

A Q P % C C A I P D R L % S L S P G 0 SP Poorly Graded Sand - Gray to brown fine Hand augered to 4' due to 1 sand. potential utility conflicts.

5 3- 8- 12 20 3

3- 7- 10 17 4

6- 8- 9 17 5 25 2.6

SM Silty Sand - Gray slightly silty fine sand.

15 4- 4- 2 6 6 21 14

SM Silty Sand - Very light gray calcareous very silty fine sand. 20 1- 0- 0 0 7 24 44

ML Sandy Silt - Very light gray fine sandy calcareous silt. 25 WOH- 1- 1 2 8

CL Sandy Lean Clay - Gray sandy clay, medium plasticity.

30 WOH- 1- 2 3 9 30 54

35 2- 1- 1 2 10 BORING TERMINATED AT 35.5' PAGE 1 OF 1

REVIEWED BY: GARY A. DREW, P.E. FILE NO: 17-33-4549 BORING NO.: SPT-2 APPENDIX

• PHOTOGRAPHS OF CANAL BOTTOM CLEARING BY COUNTY

• GRAIN-SIZE DISTRIBUTION SHEET (PLATE 1)

• SOIL BORING, SAMPLING AND TESTING METHODS PROJECT SOIL DESCRIPTION PROCEDURE – UNIFIED

Ardaman & Associates, Inc.

U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 6 4 3 2 1 1 1 3 1 3 3 4 6 8 10 14 16 20 30 40 50 70 100 140 200 2 4 2 8 100 0

90 10

80 20

70 30 T H T G H 60 40 I E G I E W

Y W

Y B R

E R

50 50 S E R N I A F O

T C

N T E N C 40 60 E R C E R P E P

30 70

20 80

10 90

0 100 500 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES COARSE FINE COARSE MEDIUM FINE SILT OR CLAY

Boring # Sample Sample Symbol Sample Description Unified NM (%) -200 (%) PI No. Depth Class

SPT-1 4 7' - 8' ● Slightly silty fine sand. SP-SM 23 8.1 --- PROJECT: Proposed Pine Ridge Weir Replacement SPT-2 5 9' - 10' ■ Fine sand. SP 25 2.6 --- Atkins Project No. 100055052, P.O. #1001969 Naples, Collier County, FL ▲ ♦ ES GAD JUN 2017 GRADATION CURVES 17-33-4549 Gary A. Drew, P.E. PLATE 1 SOIL BORING, SAMPLING AND TESTING METHODS

STANDARD PENETRATION TEST

The Standard Penetration Test (SPT) is a widely accepted method of in-situ testing of foundation soils (ASTM D-1586). A 2-foot (0.6 m) long, 2-inch (50 mm) O.D. split-barrel sampler attached to the end of a string of drilling rods is driven 18 inches (0.45 m) into the ground by successive blows of a 140-pound (63.5 Kg) hammer freely dropping 30 inches (0.76 m). The number of blows needed for each 6 inches (0.15 m) of penetration is recorded. The sum of the blows required for penetration of the second and third 6-inch (0.15 m) increments penetration constitutes the test result or N- value. After the test, the sampler is extracted from the ground and opened to allow visual description of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The following tables relate N- values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu):

Cohesionless Soils: N-Value N-Value Safety Hammer Auto Hammer Description Relative Density______

< 4 < 3 Very loose 0 - 15% 4 - 10 3 - 8 Loose 15 - 35% 10 - 30 8 - 24 Medium dense 35 - 65% 30 - 50 24 - 40 Dense 65 - 85% > 50 > 40 Very dense 85 - 100%

Cohesive Soils: N-Value N-Value Unconfined Compressive Safety Hammer Auto Hammer Description Strength, Qu ______

< 2 < 1 Very soft < 0.25 tsf (25 kPa) 2 - 4 1 - 3 Soft 0.25 - 0.50 tsf (25 - 50 kPa) 4 - 8 3 - 6 Firm 0.50 - 1.0 tsf (50 - 100 kPa) 8 - 15 6 - 12 Stiff 1.0 - 2.0 tsf (100 - 200 kPa) 15 - 30 12 - 24 Very stiff 2.0 - 4.0 tsf (200 - 400 kPa) > 30 > 24 Hard > 4.0 tsf (400 kPa)

The tests are usually performed at 5-foot (1.5 m) intervals. However, more frequent or continuous testing is done by our firm through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, flush-coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. After completion of a test boring, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed by backfilling with neat cement.

Representative split-spoon samples from each sampling interval and from different strata are brought to our laboratory in air-tight jars for classification and testing, if necessary. Afterwards, the samples are discarded unless prior arrangements have been made.

POWER AUGER BORINGS

Auger borings are used when a relatively large, continuous sampling of soil strata close to the ground surface is desired. A 4-inch (100 mm) diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5-foot (1.5 m) sections. It is powered by the rotary drill rig. The sample is recovered by withdrawing the auger out of the ground without rotating it. The soil sample so obtained, is described and representative samples put in bags or jars and returned to the laboratory for classification and testing, if necessary. HAND AUGER BORINGS

Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5-foot [1.5 m]) depth or when access is not available to power drilling equipment. A 3-inch (75 mm) diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6-inch (0.15 m) intervals and its contents emptied for inspection. Sometimes post- hole diggers are used, especially in the upper 3 feet (1 m) or so. The soil sample obtained is described and representative samples put in bags or jars and transported to the laboratory for classification and testing, if necessary.

UNDISTURBED SAMPLING

Undisturbed sampling implies the recovery of soil samples in a state as close to their natural condition as possible. Complete preservation of in-situ conditions cannot be realized; however, with careful handling and proper sampling techniques, disturbance during sampling can be minimized for most geotechnical engineering purposes. Testing of undisturbed samples gives a more accurate estimate of in-situ behavior than is possible with disturbed samples.

Normally, we obtain undisturbed samples by pushing a 2.875-inch (73 mm) I.D., thin wall seamless steel tube 24 inches (0.6 m) into the soil with a single stroke of a hydraulic ram. The sampler, which is a Shelby tube, is 30 (0.8 m) inches long. After the sampler is retrieved, the ends are sealed in the field and it is transported to our laboratory for visual description and testing, as needed. Undisturbed sampling is noted on the boring logs as thus "U-".

LABORATORY TEST METHODS

Soil samples returned to our laboratory are looked at again by a geotechnical engineer or geotechnician to obtain more accurate descriptions of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil classification and to help define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain-size distributions or selected other test results may be presented on separate tables, figures or plates as discussed in this report, the results of which will be located in an Appendix. The soil descriptions shown on the logs are based upon visual-manual procedures in accordance with local practice. Soil classification is in general accordance with the Unified Soil Classification System (ASTM D-2487) and is also based on visual-manual procedures. Following is a list of abbreviations that may appear in the Remarks column on the boring logs indicating additional laboratory testing was performed, the results of which will usually be located in an Appendix.

DD: Unit Weight/Classification of Undisturbed "Shelby Tube" samples PP: Pocket Penetrometer reading on cohesive samples in tons per sq. ft. (tsf) k: Hydraulic Conductivity Qu: Unconfined Compression Strength; ASTM D-2166 UU: Unconsolidated-Undrained Triaxial Test; ASTM D 2850 Consol: One-Dimensional Consolidation test performed on subsample from undisturbed sample; ASTM D-2435 THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHWEST FLORIDA(1) For use with the ASTM D 2487 Unified Soil Classification System CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

BOULDERS (>12" [300 mm]) and COBBLES (3" [75 mm] TO 12" [300 mm]):

GRAVEL: Coarse Gravel: 3/4" (19 mm) to 3" (75 mm) Fine Gravel: No. 4 (4.75 mm) Sieve to 3/4" (19 mm)

Descriptive adjectives:

0 – 5% --- no mention of gravel in description 5 – 15% --- trace 15 – 29% --- some 30 – 49% --- gravelly (shell, limerock, cemented sands)

SANDS

COARSE SAND: No. 10 (2 mm) Sieve to No. 4 (4.75 mm) Sieve MEDIUM SAND: No. 40 (425 µm) Sieve to No. 10 (2 mm) Sieve FINE SAND: No. 200 (75 µm) Sieve to No. 40 (425 µm) Sieve

Descriptive adjectives:

0 – 5% --- no mention of sand in description 5 – 15% --- trace 15 – 29% --- some 30 – 49% --- sandy

SILT/CLAY: < #200 (75 µm) sieve

SILTY OR SILT: PI < 4 SILTY CLAYEY OR SILTY CLAY: 4 ≤ PI ≤ 7 CLAYEY OR CLAY: PI > 7

Descriptive adjectives:

0 – 5% --- clean (no mention of silt or clay in description) 5 – 12% to 15% --- slightly 16 – 35% --- clayey, silty, or silty clayey 36 – 49% --- very

ORGANIC SOILS Organic Content Descriptive adjectives Classification

0 – 2.5% no mention of organics See above in description

2.6 – 5% slightly organic See above

5 – 20% organic Add "with organic fines" to group name

THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHWEST FLORIDA(1) For use with the ASTM D 2487 Unified Soil Classification System CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

HIGHLY ORGANIC SOILS AND MATTER

Organic Content Description Classification 20-75% highly organic sand or muck Peat (PT) sandy peat Peat (PT)

>75% amorphous or fibrous peat Peat (PT)

STRATIFICATION AND STRUCTURE

Descriptive Term Thickness with interbedded seam: less than 1/2-inch (13 mm) thick layer: 1/2 to 12-inches (13 to 300 mm) thick stratum: more than 12-inches (300 mm) thick pocket: small, erratic deposit, usually less than 1-foot occasional: one or less per foot of thickness frequent: more than one per foot of thickness calcareous: containing calcium carbonate (reaction to diluted HCL) hardpan: spodic horizon usually medium dense marl: mixture of carbonate clays, silts, shells and sands.

ROCK CLASSIFICATION

Description

Hard Limestone or Caprock – N-values >50 bpf Soft Weathered Limestone – N values <50 bpf

______(1) This soil description procedure was developed specifically for projects in southwest Florida because it is believed that the terminology will be better understood as a result of local practice. It is not intended to supplant other visual-manual classification procedures for description and identification of soils such as ASTM D 2488. BY: G.A. DREW, P.E. (1995) (Revised 2016).

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487)

THIS COMPLETES THIS SPECIFICATIONS PACKAGE

Pine Ridge Canal Weir #1 Replacement Technical Specifications – June 26, 2018 67