Clearwater Habor Marina North Basin Technical Specification 05 50 13

Floating Dock Replacement M&N Project No. 230886-04

05 50 13-1

SECTION 05 50 13

MISCELLANEOUS METAL FABRICATIONS

08/24

PART 1 - GENERAL

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

B. American Institute of Steel Construction (AISC)

ANSI/AISC 303 (2022) Code of Standard Practice for Structural

Steel Buildings and Bridges

C. American Society of Mechanical Engineers (ASME)

ASME B18.21.1 (2009; R 2016) Washers: Helical Spring-Lock, Tooth Lock, and Plain Washers (Inch Series)

ASME B18.21.2M (1999; R 2014) Lock Washers (Metric Series)

ASME B18.22M (1981; R 2017) Metric Plain Washers

D. American Welding Society (AWS)

AWS D1.1/D1.1M (2020; Errata 1 2021) Structural Welding Code -

Steel

AWS D1.2/D1.2M (2014; Errata 1 2014; Errata 2 2020) Structural

Welding Code - Aluminum

AWS D1.6/D1.6M (2017) Structural Welding Code - Stainless Steel

E. ASTM International (ASTM)

ASTM A36/A36M (2019) Standard Specification for Carbon

Structural Steel

ASTM A269/A269M (2015; R 2019) Standard Specification for

Seamless and Welded Austenitic Stainless-Steel

Tubing for General Service

ASTM A276/A276M (2024) Standard Specification for Stainless Steel

Bars and Shapes

ASTM A312/A312M (2021) Standard Specification for Seamless, Welded, and Heavily Cold Worked Austenitic

Stainless-Steel Pipes

ASTM D1187/D1187M (1997; R 2018) Standard Specification for

Asphalt-Base Emulsions for Use as Protective

Coatings for Metal

05 50 13-2

ASTM F593 (2022) Standard Specification for Stainless Steel

Bolts, Hex Cap Screws, and Studs

ASTM F594 (2022) Standard Specification for Stainless Steel

Nuts

ASTM F1554 (2020) Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength

F. Master Painters Institute (MPI)

MPI 79 (2016) Primer, Alkyd, Anti-Corrosive for Metal

G. U.S. Army Corps of Engineers (USACE)

EM 385-1-1 (2024) Safety and Occupational Health (SOH)

Requirements

1.02 SUBMITTALS

A. The following shall be submitted to the Owner’s Representative in accordance with the Contract Documents. Note that approval of the submittals by the Owner’s Representative shall not be construed as relieving the Contractor from responsibility for compliance with the specification nor from responsibility of errors of any sort in the submittals.

B. Submit the following:

1. Shop Drawings

a. Pile Guides

2. Product Data

a. Tension Rods

b. Pile Guides

c. Recycled Content

3. Certificates

a. Certified Mill Test Reports for Chemistry and Mechanical

Properties

1.03 QUALIFICATION OF WELDERS

A. Qualify procedures and personnel according to the following:

1. AWS D1.1/D1.1M Structural Welding Code - Steel

2. AWS D1.2/D1.2M Structural Welding Code - Aluminum

3. AWS D1.6/D1.6M Structural Welding Code - Stainless Steel

05 50 13-3

1.04 DELIVERY, STORAGE, AND PROTECTION

A. Protect from corrosion, deformation, and other types of damage. Store items in an enclosed area free from contact with soil and weather.

Remove and replace damaged items with new items.

1.05 MISCELLANEOUS REQUIREMENTS

A. Fabrication Drawings: Submit fabrication drawings showing layout(s), connections to structural system, and anchoring details as specified in ANSI/AISC 303.

B. Installation Drawings: Submit templates, erection, and installation drawings indicating thickness, type, grade, class of metal, and dimensions. Show construction details, reinforcement, anchorage, and installation in relation to the building construction.

PART 2 - PRODUCTS

2.01 SUSTAINABLE DESIGN REQUIREMENTS

A. Recycled Content: Provide products with recycled content.

2.02 MATERIALS

A. Provide exposed fastenings of compatible materials (avoid contact of dissimilar metals). Coordinate color and finish with the material to which fastenings are applied. Submit the manufacturer's certified mill reports which clearly show the applicable ASTM mechanical and chemical requirements together with the actual test results for the supplied materials.

B. Structural Carbon Steel: Provide in accordance with ASTM A36/A36M.

C. Stainless Steel Bars and Shapes: ASTM A276/A276M, Type 316L.

D. Stainless Steel Structural Tubing: Provide in accordance with ASTM

A269/A269M.

E. Stainless Steel Pipe: Provide in accordance with ASTM A312/A312M.

F. Anchor Bolts: Provide in accordance with ASTM F1554. Where exposed, provide anchor bolts of the same material, color, and finish as the metal to which they are applied.

1. Bolts and Nuts: Provide in accordance with ASTM F593 or ASTM F594.

2. Washers: Provide plain washers in accordance with ASME B18.22M, ASME B18.21.1. Provide beveled washers for American Standard beams and channels, square or rectangular, tapered in thickness, and smooth. Provide lock washers in accordance with ASME B18.21.2M, ASME B18.21.1.

3. Tension Rods: Provide in accordance with ASTM A276/A276M, stainless steel.

05 50 13-4

2.03 PILE GUIDE FRAMES

A. Provide shop drawings for the pile guides as indicated on the contract drawings.

2.04 TENSION RODS

A. Provide stainless steel cable locker. Provide cable locker in accordance with ASTM F594, Type 316.

PART 3 - EXECUTION

3.01 GENERAL INSTALLATION REQUIREMENTS

A. Install items at locations indicated in accordance with manufacturer's instructions. Verify all field dimensions prior to fabrication.

Include materials and parts necessary to complete each assembly, whether indicated or not. Miss-alignment and miss-sizing of holes for fasteners is cause for rejection. Conceal fastenings where practicable. Joints exposed to weather must be watertight.

3.02 WORKMANSHIP

A. Provide miscellaneous metalwork that is true and accurate in shape, size, and profile. Make angles and lines continuous and straight.

Make curves consistent, smooth and unfaceted. Provide continuous welding along the entire area of contact except where tack welding is permitted. Do not tack weld exposed connections. Unless otherwise indicated and approved, provide a smooth finish on exposed surfaces.

Provide countersunk rivets where exposed. Provide coped and mitered corner joints aligned flush and without gaps. Do not weld, cut or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are bolted or screwed field connections.

3.03 ANCHORAGE, FASTENINGS, AND CONNECTIONS

A. Provide anchorage as necessary, whether indicated or not, for fastening miscellaneous metal items securely in place. Include slotted inserts, expansion shields, powder-driven fasteners, toggle bolts (when approved for concrete), through bolts for masonry, headed shear studs, machine and carriage bolts for steel, through bolts, lag bolts, and screws for wood. Do not use wood plugs. Provide non-ferrous attachments for non-ferrous metal. Provide exposed fastenings of compatible materials (avoid contact of dissimilar metals), that generally match in color and finish the surfaces to which they are applied. Conceal fastenings where practicable. Provide all fasteners flush with the surfaces they fasten, unless indicated otherwise. Test a minimum of two bolt, nut, and washer assemblies from each certified mill batch in a tension measuring device at the job site prior to the beginning of bolting start-up.

3.04 BUILT-IN WORK

A. Where necessary and not otherwise indicated, form built-in metal work for anchorage with concrete or masonry. Provide built-in metal work in ample time for securing in place as the work progresses.

05 50 13-5

3.05 WELDING

A. Perform welding, welding inspection, and corrective welding in accordance with AWS D1.1/D1.1M and AWS D1.6/D1.6M. Use continuous welds on all exposed connections. Grind visible welds smooth in the finished installation. Provide in accordance with the safety requirements of EM 385-1-1.

3.06 DISSIMILAR METALS

A. Where dissimilar metals are in contact, protect surfaces with a coating in accordance with MPI 79 to prevent galvanic or corrosive action.

Where aluminum is in contact with concrete, plaster, mortar, masonry, wood, or absorptive materials subject to wetting, protect in accordance with ASTM D1187/D1187M, asphalt-base emulsion. Clean surfaces with metal shavings from installation at the end of each workday.

3.07 COVER PLATES AND FRAMES

A. Provide tops of cover plates and frames flush with finished surface.

Test for trip hazards and adjust for any encountered lippage.

End of Section

Clearwater Harbor Marina North Basin Technical Specification 05 60 00

05 60 00-1

SECTION 05 60 00

GANGWAY SYSTEM ALUMINUM FABRICATIONS

09/22

1.01 SCOPE

A. Gangway system aluminum fabrications consists of furnishing transportation, labor, materials, and equipment to design, fabricate and install the aluminum gangways, connections, and associated appurtenances. All components must be considered to be part of the

"gangway system".

1.02 REFERENCES

A. American Welding Society (AWS)

AWS D1.1/D1.1M (2020; Errata 1 2021) Structural Welding Code -

Steel

AWS D1.2/D1.2M (2014; Errata 1 2014; Errata 2 2020) Structural

Welding Code - Aluminum

B. ASTM International (ASTM)

ASTM A276/A276M (2024) Standard Specification for Stainless Steel

Bars and Shapes

ASTM A666/A666M (2024) Standard Specification for Annealed or

Cold-Worked Austenitic Stainless-Steel Sheet, Strip, Plate and Flat Bar

ASTM B221 (2021) Standard Specification for Aluminum and

Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles and Tubes

ASTM B308/B308M (2020) Standard Specification for Aluminum-Alloy

6061-T6 Standard Structural Profiles

ASTM D4976 (2020) Standard Specificationfor Polyethylene

Plastics Molding and Extrusion Materials

ASTM F593 (2022) Standard Specification for Stainless Steel

Bolts, Hex Cap Screws, and Studs

ASTM F594 (2022) Standard Specification for Stainless Steel

Nuts

1.03 SUBMITTALS

A. The following shall be submitted to the Owner’s Representative in accordance with the Contract Documents. Note that approval of the

05 60 00-2 submittals by the Owner’s Representative shall not be construed as relieving the Contractor from responsibility for compliance with the specification nor from responsibility of errors of any sort in the submittals.

B. Submit the following:

1. Shop Drawings

a. Gangway System: Prior to ordering materials, or starting fabrication of the gangway system, submit shop drawings signed and sealed by a registered Professional Engineer in the State of

Florida. The shop drawings must indicate the proposed walkway/gangway system construction and connection details, and methods for attaching to the existing fixed platform. Submit shop drawings for all fabricated items and catalog sheets for all standard manufactured items that are to be incorporated into the gangway system.

2. Design Data

a. Design Computations: Prior to ordering materials or starting fabrication of the gangway system, submit final design calculations signed and sealed by a registered Professional

Engineer in the State of Florida. The calculations must demonstrate that the gangway system, using the criteria specified herein as minimum requirements, is designed to withstand the specified loads without damage throughout the design life of the gangway system.

1.04 DESIGN REQUIREMENTS

A. Information presented in this Section is based upon the best estimate of those environmental and physical factors which reasonably can be expected to affect the design, performance, and durability of the proposed gangway system. These criteria must be considered as minimum requirements. Final design computations for the gangway system, including all structural components of the system, must be designed for a minimum twenty-year life expectancy.

B. Final calculations must demonstrate that the gangway is designed to withstand the required loading without damage throughout the specified design life using the criteria specified in this Section as a minimum standard. The load combinations and allowable stresses are described herein.

C. The project drawings show general layout and configuration of the gangway system as well as required dimensions. Complete dimensions, which conform to these requirements, specific site conditions, and

OSHA Regulations will be required from the fabricator.

D. ADA gangways must conform to the current ADA guidelines for floating dock boating facilities and pedestrian walkways, including length, slope, walking surface, and railing.

05 60 00-3

E. The vertical design load must be the combination of the dead weight of the structure and either live load case A or Case B, whichever governs.

1. Case A must be a uniform live load of 100 pounds per square foot

(PSF) of deck surface area to be applied to the gangway.

2. Case B must be a concentrated live load of 400 pounds applied anywhere on the deck surface.

F. The maximum allowable deflection under the vertical design load must equal the span divided by 240.

G. The deck and structural components must be designed with a minimum safety factor on working stress as specified in AA "Aluminum Design

Manual" for bridge type structures. For non-aluminum structural components, similar safety factors must apply.

H. The horizontal design load must be a uniform wind load and a wave load over the full profile area. The wind load must be 122 mph 3-second gust in accordance with ASCE 7-22. And the wave load with a significant wave height (Hs) of 5.64 ft and a peak wave period (Tp) of 3.56 seconds.

I. Design must also consider stresses resulting from handling and installation, and provide notations on how to lift, unload and set in place.

J. The gangway system design must be coordinated with the float dock systems design. Provide sufficient flotation to support the superimposed load of the gangway plus any appurtenances to maintain required freeboard. The gangway wheel assembly must not land within 1 foot of the edge of floating dock system.

K. The completed gangway system must have a manufacturer's label plate attached in a conspicuous location. This label plate must be aluminum, brass or stainless steel. The following information must be stamped or etched into this plate in letters not less than 1/4 inch high filled with black enamel:

1. Manufacturer's Name

2. Date of Manufacture

3. Overall Length

4. Capacity (maximum live load)

L. The walking surface must be provided with a non-skid surface.

M. The gangway system must have a guardrail and handrail on each side of the walking surface (not including the toe plate), designed in accordance with OSHA requirements. The rails must be fabricated of aluminum pipe or tubing.

N. The gangway system must be designed to withstand float motions including a vertical change in elevation due to waves as indicated on

05 60 00-4 the project drawings and horizontal drift without structure interference or overstress, including fatigue of gangway members and supports.

O. The gangway toe plate must make a smooth, gap-free transition between the gangway walking surface and the float. The toe plate must be a minimum 1/4-inch material with a non-skid surface and must be attached to the gangway by means of a continuous pipe hinge. The plate must be the full width of the gangway and have a maximum slope not exceeding the maximum slope of the gangway.

P. Wheels must be installed at the existing floating dock side of the gangway. The wheels must have an allowable load rating greater than that required by the design loads. The gangway design must allow the wheels to be supported by the floating dock at all times regardless of float motions. Wheels must accommodate both lateral and longitudinal movement.

Q. The gangway hinges must be designed to permit rotation of the gangway in both the vertical direction and the horizontal direction due to lateral loads on the float and must accommodate float motions for all environmental conditions.

R. The gangway hinge must make a smooth, gap-free transition between the gangway walking surface and the existing transition platform. The hinge cover plate must be a minimum 1/4-inch material with a non-skid surface and must be attached to the gangway by means of a continuous pipe hinge. The plate must be the full width of the gangway.

S. The gangway system must conform in all respects to design requirements of OSHA rules for marinas and local codes as applicable.

1.05 WARRANTY

A. The gangway systems must carry a manufacturer's written warranty against defects in materials and workmanship with a minimum term of one (1) year from date of project acceptance. The warranty must clearly state its conditions and any exclusions from coverage.

PART 2 - PRODUCTS

2.01 MISCELLANEOUS METAL

A. Stainless steel hardware must be Type 316L. Bolts must be ASTM F593, Group 2. Nuts must be ASTM F594, Group 2. Flat washers must be cut from Type 316 stainless steel plate that conforms to the provisions in

ASTM A666/A666M.

2.02 DISSIMILAR MATERIALS

A. Where dissimilar metals are in contact, or where aluminum is in contact with concrete, masonry, wet or pressure-treated wood, or absorptive materials subject to wetting, the surfaces must be protected with a coat of bituminous paint to prevent galvanic action.

05 60 00-5

2.03 GANGWAY SYSTEM

A. Aluminum must be alloy 6061-T6 conforming to ASTM B308/B308M, or 6063-

T6 conforming to the provisions in ASTM B221. Welding of aluminum must comply with AWS D1.2.

B. Gangway wheel assembly must consist of UHMW polyethylene roller, conforming to ASTM D4976. Axle must be Type 316 stainless steel conforming to the provisions in ASTM A276/A276M.

PART 3 - EXECUTION

3.01 WORKMANSHIP

A. All work must conform to the approved shop drawings, project drawings and this specification. Construction details, finishing details and colors must be consistent throughout. Work must be accurately set to establish lines and elevations, and securely fastened in place.

Cutting, drilling and punching must produce clean true lines and surfaces. Exposed surfaces of work must have a smooth finish.

3.02 GANGWAY SYSTEM INSTALLATION

A. Install in accordance with the manufacturer's instructions. Posts and vertical rails must be plumb, and line rails level.

B. Contractor must furnish all materials and equipment required for gangway system installation. The gangway must not be dragged or skidded into place.

C. Contractor must provide, install and remove when no longer required, all temporary supports used to secure the gangway in place during installation.

D. With the gangway secured in correct position, mark the location of the wheel guides and fasten in place.

E. Protect installed products until completion of project.

Clearwater Habor Marina North Basin Technical Specification 31 62 16.13

31 62 16.13-1 o

SECTION 31 62 16.13

STEEL PIPE PILES

11/20, CHG 2: 02/24

1.01 DESCRIPTION

A. Design, furnish, install and test steel pipe piles at the locations indicated on the drawings and specified herein. Assume test pile will be directed to be placed in a location that can be incorporated into the work.

1.02 REFERENCES

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

B. American Welding Society (AWS)

AWS D1.1/D1.1M (2020; Errata 1 2021) Structural Welding Code -

Steel

AWS D1.5M/D1.5 (2020; Errata 1 2022) Bridge Welding Code

C. ASTM International (ASTM)

ASTM A36/A36M (2019) Standard Specification for Carbon

Structural Steel

ASTM A53/A53M (2024) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and

Seamless

ASTM A109/A109M (2024) Standard Specification for Steel, Strip, Carbon (0.25 Maximum Percent), Cold-Rolled

ASTM A148/A148M (2020; E 2020) Standard Specification for Steel

Castings, High Strength, for Structural Purposes

ASTM A252 (2010) Standard Specification for Welded and

Seamless Steel Pipe Piles

ASTM E329 (2023) Standard Specification for Agencies

Engaged in Construction Inspection, Testing, or

Special Inspection

1.03 SUBSURFACE DATA

A. Subsurface soil data logs will be provided upon request by the City.

31 62 16.13-2

1.04 BASIS OF BID

A. Contractor's Geotechnical Consultant: Hire the services of an independent, Registered Professional Geotechnical Engineer, experienced in soil mechanics and Wave Equation Analysis (WEAP), to provide recommendations for pile installation as specified herein.

The Contractor's Geotechnical Consultant must be independent of the

Contractor and have no employee of employer relationship, which could constitute a conflict of interest.

B. Production Pile Acceptance Criteria: Safe design capacity for piles is as indicated on the drawings or as provided by the floating dock manufacturer. Drive piles to minimum tip elevation, and to such additional depth as required to obtain a bearing capacity as indicated on the drawings or as provided by the dock manufacturer.

1.05 SUBMITTALS

A. The following shall be submitted to the Owner’s Representative in accordance with the Contract Documents. Note that approval of the submittals by the Owner’s Representative shall not be construed as relieving the Contractor from responsibility for compliance with the specification nor from responsibility of errors of any sort in the submittals.

B. Submit the following:

1. Preconstruction Submittals

a. Installation Procedures

b. Contractor's Geotechnical Consultant Qualification

c. Testing Agency Qualifications

d. Wave Equation Analysis

2. Shop Drawings

a. Piles

b. Pile Placement

c. As-Driven Survey

3. Product Data

a. Pile Driving Equipment

b. Delivery, Storage, and Handling

4. Design Data

a. Quantities List

31 62 16.13-3

b. Procedure for Insufficient Pile Length

5. Test Reports

a. Pile Test

6. Certificates

a. Steel Plant Certification

7. Closeout Submittals

a. Pile Records

1.06 DELIVERY, STORAGE, AND HANDLING

A. Conform all delivery, storage, and handling of materials to the requirements specified herein. Develop and submit plans for the delivery, storage, and handling of piles. Submit plans at least 30 calendar days prior to delivery of piles to the job site.

B. Delivery and Storage: Stack piles during delivery and storage so that each pile is maintained in a straight position and is supported every

10 feet or less along its length (ends inclusive).

C. Handling

1. Lift piles to ensure that the maximum permissible curvature is not exceeded. Holes may be burned above the cutoff length for lifting piles into the leads. If there is evidence of pile damage during driving due to the holes, Engineer may forbid the burning of holes.

Do not damage piles when dragging piles across the ground or barge deck.

2. Inspect piles for excessive curvature and for damage before transporting them from the storage area to the driving area and immediately prior to placement in the driving leads. Measure curvature in the pile with the pile laying on a flat surface and is the distance between the pile at the mid-length of the pile and the flat surface. Straightness of the sections of steel pipe piles must conform to AWS D1.5M/D1.5, Section 3.5.1.1. Piles having excessive curvature will be rejected.

D. Damaged Piles

1. Inspect each pile for straightness and structural damage before transporting them to the project site and immediately prior to placement in the driving leads. Bring any damage to the attention of the Engineer. Piles which are damaged during delivery, storage, or handling to the extent they are rendered unsuitable for the work, in the opinion of the Engineer, will be rejected and removed from the project site, or may be repaired, if approved, at no cost to the City.

31 62 16.13-4

2. Any pile damaged by reason of internal defects or by improper driving may be corrected by one of the following methods approved by the Engineer for the pile in question:

a. The pile is withdrawn, if practicable, and replaced by a new and, if necessary, longer pile.

3. A pile driven below the specified butt elevation may be corrected by one of the following methods approved by the Engineer:

a. The pile is spliced (if approved).

4. A pile driven out of its proper location or out of plumb as approved by the Engineer, may be corrected by one of the following methods approved by the engineer:

a. As directed by the structural engineer.

1.07 QUALITY CONTROL

A. Piles: Prepare and submit shop drawings for piles. Indicate placement of piles. Indicate location of special embedded or attached lifting devices, employment of pick-up points, support points other than pick-up points, and any other methods of pick-up.

B. Quality Control Procedures: Submit the pile manufacturer's quality control procedures.

C. Installation Procedures

1. Submit information on the type of equipment proposed to be used, proposed methods of operation, pile driving plan including proposed sequence of driving, and details of all pile driving equipment and accessories. Submit descriptions of pile driving equipment, including hammers, power packs, driving helmets, hammer cushions, pile cushions, leads, and extractors at least 30 days prior to commencement of work.

2. Provide details of pile driving equipment and a Wave Equation

Analysis of pile drivability for selection of the hammer along with a statement of driving procedures. Provide instructions and procedures on how the Contractor will perform Inspection and

Monitoring of piles during installation and testing The Wave

Equation Analysis is to be completed by the Contractor's

Geotechnical Consultant and is to include the following information pertaining to the proposed pile driving equipment:

a. Copies of computer input and output sheets and graphs showing soil resistance versus blow count as well as maximum tension and compression stresses versus blow count. Analysis must be run at the estimated tip elevation as well as other required elevations to define maximum stress levels in the pile during driving.

31 62 16.13-5

PART 2 - PRODUCTS

2.01 PILE REQUIREMENTS

A. Order test piles 10 feet longer in length than production piles. Drive the additional test pile length only when based upon the recommendation of the Contractor's Geotechnical Consultant and approved by the

Engineer. The Contractor's Geotechnical Consultant will use test pile data to determine "calculated" pile tip elevation and necessary driving resistance. This information will be given to the Contractor no later than 7 days from receipt of complete test data. Use this list as the basis for ordering the piles. Do not order piles until list is provided by the Contractor's Geotechnical Consultant.

2.02 MATERIALS

A. Steel Pipe Piles: ASTM A252, Grade 3, 50ksi. Provide test piles identical to those used elsewhere in the project. Provide steel pipe piles of the shape, size and sections shown in the drawings. Pipe piles may be either seamless pipe or full penetration welded with straight or spiral seams. Weld pipe in a manner that welding will not crack or fail when the pile is subjected to its intended use, including during installation. Test the weld seam of each length of pipe for acceptance by ultrasonic testing in accordance with the provisions for

Nondestructive Electric Test of Weld Seam of ASTM A53/A53M.

B. Pile Splices if Required: Submit detail drawings of shop and field pile splices prior to fabrication. Provide ASTM A148/A148M Grade 90-

60 proprietary pile splicer sleeves or provide ASTM A109/A109M or ASTM

A36/A36M backing rings to prevent weld blow out during weld process.

Submit procedure for insufficient pile length.

C. Fabrication: Conform to the requirements shown and as specified herein and in Section 05 50 13 MISCELLANEOUS METAL FABRICATIONS. Submit steel plant certification.

2.03 PILE DRIVING EQUIPMENT

A. Select the proposed pile driving equipment, including hammers and other required items, and submit complete descriptions of the proposed equipment in accordance with paragraph SUBMITTALS. Final approval of the proposed equipment is subject to the satisfactory completion and approval of pile tests. Submit pile test plan at least 30 calendar days prior to installing any test piles. Approval of the plan will not relieve the Contractor of the responsibility for structural and operational adequacies of the testing system. Changes in the selected pile driving equipment will not be allowed after the equipment has been approved except as directed. No additional contract time will be allowed for Contractor proposed changes in the equipment.

B. Pile Driving Hammers: Provide impact or vibratory type pile driving hammers.

1. Impact Hammers: Provide air, hydraulic or diesel-powered impact pile hammers of the single-acting, double-acting, or differential-acting type. The size or capacity of hammers must be as recommended

31 62 16.13-6 by the hammer manufacturer for the total pile weight and the character of the soil formation to be penetrated. Provide boiler, compressor, or engine capacity sufficient to operate hammers continuously at the full rated speed. Provide hammers with a gage to monitor hammer bounce chamber pressure for diesel hammers or pressure at the hammer for air hammers. This gage must be operational during the driving of piles and be mounted in an accessible location for monitoring by the Contractor and the

Engineer. Equip hydraulic hammers with a system for measurement of ram energy. The system must be in good working order and the results easily and immediately available to the Engineer. Install an energy monitor on the hydraulic hammers and record readings every

10 inches of pile installation. Use wave equation analysis to verify that the hammer will develop stresses within acceptable limits in the piles. Position a pile cap or drive cap between the pile and hammer. Place hammer cushion or cap block between ram and the pile cap or drive cap. Hammer cushion or cap block must have consistent elastic properties, minimize energy absorption, and transmit hammer energy uniformly and consistently during the entire driving period.

In accordance with paragraph SUBMITTALS, submit the following information for each impact hammer proposed:

a. Make and model.

b. Ram weight (pounds).

c. Anvil weight (pounds).

d. Rated stroke inches.

e. Rated energy range foot-pounds.

f. Rated speed (blows per minute).

g. Air pressure, hammer, and boiler or compressor psi.

h. Pile driving cap, make, and weight (pounds).

i. Cushion block dimensions and material type.

j. Power pack description.

2. Vibratory Hammers: The size or capacity of hammers must be as recommended by the hammer manufacturer for the total pile weight and the character of the soil formation to be penetrated. The hammer must provide for maintaining a rigid connection between the hammer and the pile. In accordance with paragraph SUBMITTALS, submit the following information for each vibratory hammer proposed:

a. Make and model.

b. Eccentric moment (inch-pounds).

c. Dynamic force (tons).

d. Steady state frequency or frequency range (cycles per minute).

31 62 16.13-7

e. Vibrating weight (pounds).

f. Amplitude (inches).

g. Maximum pull capacity (tons).

h. Non-vibrating mass weight (pounds).

i. Power pack description.

C. Pile Driving Leads: Support and guide hammers with fixed extended leads or fixed underhung leads. Provide two intermediate supports for the pile in the leads to reduce the unbraced length of the pile during driving and pulling.

D. Pile Extractors: Pile extractors may be vibratory or impact pile driving hammers. Impact hammers are required for pulling piles not extractable with vibratory hammers.

PART 3 - EXECUTION

3.01 PRELIMINARY WORK

A. Wave Equation Analysis of Pile Drivability

1. Prior to driving any pile, submit a pile Wave Equation Analysis, performed by Contractor's Geotechnical Consultant, for each size pile and distinct subsurface profile condition. These analyses must take into account the proposed hammer assembly, pile cap block and cushion characteristics, the pile properties and estimated lengths and the soil properties anticipated to be encountered throughout the installed pile length based on static capacity analysis with consideration of driving gain/loss factors. Only one specific model of pile hammer may be used for each pile type and capacity.

2. Demonstrate using the Wave Equation Analysis that the piles will not be damaged during driving, indicate that the driving stresses will be maintained within the limits below and indicate the blow count necessary to achieve the required ultimate static pile capacities.

Allowable Driving Stresses

Steel Piles

Compression - 0.9 fy

Tension - 0.9 fy

Where fy is yield strength of steel

3. Perform a refined Wave Equation Analysis upon completion of the dynamic and static testing programs outlined in this specification section, taking into consideration the evaluated capacities, gain/loss factors and recommended production pile lengths.

31 62 16.13-8

4. All pile driving equipment provided by the Contractor will be subject to the approval of the Contractor's Geotechnical

Consultant. Complete the attached pile and driving equipment data form, including hammer information, in full as part of the submittal of the results of the Wave Equation Analyses.

5. Pay for the cost of performing the Wave Equation Analyses and include in the base bid.

B. Order List: Submit to the Engineer for approval, an itemized quantities list for piles prior to placing the order with the supplier. Indicate the pile lengths required at each location as shown on the plans and the corresponding ordered length of each pile in the list.

3.02 INSTALLATION

A. Inspect piles when delivered and when in the leads immediately before driving. Cut piles at cutoff grade by an approved method.

B. Lengths of Production Piles: The estimated quantities of piles are given for bidding purposes only. Drive piles to indicated tip elevation by the dock manufacturer.

C. Pile Driving Records: Keep a complete and accurate record of each pile driven. Indicate the pile location, deviations from pile location, cross section shape and dimensions, original length, ground elevation, tip elevation, cut-off elevations, number of blows required for each foot of penetration and number of blows for the last 6 inches penetration or fraction thereof for the "calculated" driving resistance. Include in the record the beginning and ending times of each operation during driving of pile, type and size of hammer used, rate of operation, stroke or equivalent stroke for diesel hammer, type of driving helmet, and type and dimension of hammer cushion (capblock) and pile cushion used. Record retap data and unusual occurrences during pile driving such as redriving, heaving, weaving, splicing, obstructions, and any driving interruptions.

D. Pile Placement and Tolerances in Driving

1. Develop and submit a pile placement plan which shows the installation sequence and the methods proposed for controlling the location and alignment of piles. Submit pile placement plans at least 30 calendar days prior to delivery of piles to the job site.

Complete all foundation preparation in the area prior to the placement of piles for driving. Accurately place piles in the correct location and alignments, both laterally and longitudinally, and to the vertical or batter lines indicated. Establish a permanent base line to provide for inspection of pile placement by the

Engineer during pile driving operations prior to driving production piles and maintain during the installation of the production piles.

2. A final lateral deviation from the correct location at the cutoff elevation of not more than 3 inches will be permitted for vertical piles. Manipulation of piles will not be permitted. A variation of not more than 0.25 inch per foot of pile length from the vertical for vertical piles will be permitted. In addition to complying with

31 62 16.13-9 the tolerances stated herein, the clear distance between the heads of piles and the edges of caps may be not less than 6 inches. With prior approval of the Engineer, the Contractor may provide additional concrete and reinforcement to maintain the required minimum clear distance. Redesign of pile caps or additional work required due to improper location of piles is the responsibility of the Contractor. A vertical deviation of not more than one inch from the correct cutoff elevations shown is permitted. Inspect piles for heave. Redrive heaved piles to the required pile driving criteria.

Maintain the correct relative position of all piles by the use of templates or by other approved means. Piles damaged or not located properly or exceeding the maximum limits for lateral and vertical deviation, or variation in alignment must be pulled and new piles redriven, or provide additional piles, at a location directed at no additional cost to the City.

a. Survey Data: After the driving of each pile is complete, provide the Engineer with an as-driven survey showing actual location and top elevation of each pile. Submit the as-driven survey showing actual location and top elevation of each production pile 7 calendar days of completing the pile installation. Do not proceed with placing concrete until the Engineer has reviewed the survey and verified the safe load for the piles driven.

Present a survey in such form that it gives deviation from plan location in two perpendicular directions and elevations of each pile to nearest half inch. Survey must be prepared and certified by a land surveyor licensed in Florida.

E. Pile Penetration Criteria: The controlling driving resistance for production piles will be determined by the Contractor's Geotechnical

Consultant. The required initial driving criteria and restrike will be established subsequent to the analysis of pile tests as specified in paragraph TEST PILES.

F. Pile Length Markings: Mark each pile prior to driving with horizontal lines at one-foot intervals. Mark the interval number on pile every 5 feet from pile tip.

G. Pile Driving: Notify Engineer 10 days prior to driving of piles. The

Contractor's Geotechnical Consultant will determine the terminal driving criteria based on results of wave equation analysis. Drive piles to indicated tip elevation. During initial driving and until pile tip has penetrated beyond layers of very soft soil, use a reduced driving energy of the hammer as required to prevent pile damage.

Refusal criteria will be established by the Engineer. If a pile fails to reach indicated tip elevation, notify Engineer and perform corrective measures as directed. Provide hearing protection when noise levels exceed 140 dB. Do not handle or move piles or pile sections in any manner that would result in cracking or permanent damage to the concrete or to the grout surrounding the prestressing cables. Piles may be driven without pile guides or leads providing a hammer guide frame is used to keep the pile and hammer in alignment.

H. Protection of Piles: Take care to avoid damage to piles during handling, placing pile in leads, and during pile driving operations.

31 62 16.13-10

Support piles laterally during driving, but allow rotation in leads.

Maintain axial alignment of pile hammer with that of the pile.

I. Rejected Piles: Withdraw piles damaged or impaired for use during handling or driving, mislocated, or driven out of alignment beyond the maximum tolerance. Replace with new piles or cut-off and abandon damaged or impaired piles and drive new piles as directed. Remove excess cut-off from piles and unacceptable piles from the work site.

Perform all work in connection with withdrawing and removing rejected piles from the site at no additional cost to the City.

1. Obstructions: If a pile encounters an underground obstruction within 5 feet of the ground surface of such size as to prevent driving the pile to the required driving criteria, the pile must be pulled or cut off at no cost to the City. If such an obstruction is encountered more than 5 feet below the ground surface, the pile must be cut off and paid for as if a completed pile. In either event, a replacement pile must be installed at a location indicated by the Engineer and paid for as a completed pile.

J. Jetting of Piles: Water jets will not be permitted.

K. Predrilling of Piles: Predrilling to remove soil or other material representing the bulk of the volume of the pile to be driven will not be permitted

1. Pulled Piles: Pull and replace piles damaged or impaired for use during driving with new piles, or cut off and abandon and drive new piles as directed without additional cost to the City. The Engineer may require that any pile be pulled for inspection. Redrive piles pulled as directed and found to be in suitable condition at another location as directed. Replace piles pulled as directed and found to be damaged with new piles at the Contractor's expense.

2. Long Piles: Provide pile driving rig with rigid supports so that leads remain accurately aligned. Where a high degree of accuracy is required, erect templates or guide frames at or close to the ground or water surface.

3. Welding: AWS D1.1/D1.1M. Welding of splices must conform to the requirements of Section 05 50 13 MISCELLANEOUS METAL FABRICATIONS.

Shop and field welding, qualification of welding procedures, welders, and welding operators must be in accordance with AWS

D1.1/D1.1M.

3.03 FIELD QUALITY CONTROL

A. Test Piles: Order test piles 10 feet longer in length than production piles. Drive the additional test pile length only at the direction of the Engineer. The Contractor's Geotechnical Consultant will use test pile data to determine "calculated" pile tip elevation or necessary driving criteria. Drive test piles to required driving criteria. Use test piles, if located properly and offering adequate driving resistance in finished work.

31 62 16.13-11

B. Pile Records: Keep a complete and accurate record of each pile driven.

Indicate the pile location, deviations from pile location, cross section shape and dimensions, original length, ground elevation, tip elevation, cut-off elevations, number of blows required for each foot of penetration and number of blows for the last 6 inches penetration or fraction thereof as required. Include in the record the beginning and ending times of each operation during driving of pile, type and size of hammer used, rate of operation, stroke or equivalent stroke for diesel hammer, type of driving helmet, and type and dimension of hammer cushion (capblock) and pile cushion used. Record retap data and unusual occurrences during pile driving such as redriving, heaving, weaving, splicing, obstructions, and any driving interruptions.

Submit to the Engineer complete and accurate test and production pile driving records within 15 calendar days after completion of driving.

Make pile driving records available to the Engineer at the job site, within 24 hours after each day of pile driving.

C. Testing Agency Qualifications: Engage an independent testing agency to observe the production piles installation. The testing agency must be qualified according to ASTM E329 for testing indicated. Submit testing agency qualifications to the Engineer for approval.

Clearwater Harbor Marina North Basin Technical Specification 35 51 13

35 51 13-1

SECTION 35 51 13

CONCRETE FLOATING DOCK SYSTEM FOR SMALL CRAFT

05/21

1.01 REFERENCE

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

B. American Concrete Institute (ACI)

ACI 211.1 (1991; R 2009) Standard Practice for Selecting

Proportions for Normal, Heavyweight and Mass

Concrete

ACI 211.2 (1998; R 2004) Standard Practice for Selecting

Proportions for Structural Lightweight Concrete

ACI 301 (2020) Specifications for Structural Concrete

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305.1 (2014; R 2020) Specification for Hot Weather

Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold

Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

ACI 309R (2005) Guide for Consolidation of Concrete

ACI 318 (2019) Building Code Requirements for Structural

Concrete (ACI 318-19) and Commentary (ACI 318R-

19)

C. American Institute of Timber Construction (AITC)

ANSI A190.1 (2017) American National Standard, Structural

Glued Laminated Timber

D. American Lumber Standards Committee (ALSC)

ALSC PS 20 (2020) American Softwood Lumber Standard

35 51 13-2

E. AMERICAN WELDING SOCIETY (AWS)

AWS D1.2/D1.2M (2014; Errata 1 2014; Errata 2 2020) Structural

Welding Code - Aluminum

AWS D1.4/D1.4M (2018) Structural Welding Code - Reinforcing

Steel

F. American Wood Council (AWC)

AWC NDS (2018) National Design Specification (NDS) for

Wood Construction

G. American Wood Protection Association (AWPA)

AWPA M4 (2015) Standard for the Care of Preservative-

Treated Wood Products

AWPA U1 (2020) Use Category System: User Specification for Treated Wood

H. ASTM International (ASTM)

ASTM A276/A276M (2024) Standard Specification for Stainless Steel

Bars and Shapes

ASTM A307 (2021) Standard Specification for Carbon Steel

Bolts, Studs, and Threaded Rod 60 000 PSI Tensile

Strength

ASTM A449 (2014; R2020) Standard Specification for Hex Cap

Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General

Use

ASTM A615/A615M (2022) Standard Specification for Deformed and

Plain Carbon-Steel Bars for Concrete

Reinforcement

ASTM A706/A706M (2022) Standard Specification for Low-Alloy Steel

Deformed and Plain Bars for Concrete

Reinforcement

ASTM A1022/A1022M (2022a) Standard Specification for Deformed and

Plain Stainless Steel Wire and Welded Wire for

Concrete Reinforcement

ASTM A1064/A1064M (2022) Standard Specification for Carbon-Steel

Wire and Welded Wire Reinforcement, Plain and

Deformed, for Concrete

ASTM C33/C33M (2023) Standard Specification for Concrete

Aggregates

35 51 13-3

ASTM C94/C94M (2023) Standard Specification for Ready-Mixed

Concrete

ASTM C150/C150M (2022) Standard Specification for Portland Cement

ASTM C173/C173M (2016) Standard Test Method for Air Content of

Freshly Mixed Concrete by the Volumetric Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-

Entraining Admixtures for Concrete

ASTM C272/C272M (2022) Standard Test Method for Water Absorption of Core Materials for Sandwich Constructions

ASTM C330/C330M (2023) Standard Specification for Lightweight

Aggregates for Structural Concrete

ASTM C494/C494M (2020) Standard Specification for Chemical

Admixtures for Concrete

ASTM C578 (2022) Standard Specification for Rigid, Cellular

Polystyrene Thermal Insulation

ASTM C595/C595M (2020) Standard Specification for Blended

Hydraulic Cements

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

Concrete

ASTM C989/C989M (2022) Standard Specification for Slag Cement for

Use in Concrete and Mortars

ASTM C1107/C1107M (2020) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM D2241 (2020) Standard Specification for Poly(Vinyl

Chloride) (PVC) Pressure-Rated Pipe (SDR Series)

ASTM D4020 (2018) Ultra-High-Molecular-Weight Polyethylene

Molding and Extrusion Materials

ASTM F436/F436M (2019) Standard Specification for Hardened Steel

Washers Inch and Metric Dimensions

ASTM F593 (2022) Standard Specification for Stainless Steel

Bolts, Hex Cap Screws, and Studs

ASTM F594 (2022) Standard Specification for Stainless Steel

Nuts

ASTM F844 (2019) Washers, Steel, Plain (Flat), Unhardened for General Use

ASTM G109 (2023) Determining the Effects of Chemical

Admixtures on the Corrosion of Embedded Steel

35 51 13-4

Reinforcement in Concrete Exposed to Chloride

Environments E(2000)

I. Precast/Prestressed Concrete Institute (PCI)

PCI MNL-116 (1999) Manual for Quality Control for Plants and

Production of Structural Precast Concrete

Products, 4th Edition

PCI MNL-120 (2017) PCI Design Handbook - Precast and

Prestressed Concrete, 8th Edition

1.02 DEFINITIONS

A. "Anchorage System" is the dock restraint system such as guide piling, ground anchor system, strut-to-shore system, etc. including connections.

B. "Contractor" is responsible for the design, manufacturing, and installation of a complete floating dock system.

C. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

D. "Dock Accessories" are elements not considered part of the float system and include but are not limited to fenders, dock boxes, electrical and mechanical equipment, security features, and means of securing mooring lines.

E. "Finger Pier" is a float structure extending perpendicular to the main pier allowing access to the side of the vessel.

F. "Float System" is a system of floating dock modules structurally connected to transfer loads to the anchorage system. The float system includes the connection hardware and structural weldments to shore.

G. "Gangway" is an articulating ramp providing a connection from land to a floating dock.

H. "Main Pier" is the primary access float system extending perpendicular or at an angle from marginal/main walkway or shoreline for passage between the shore and boat slips, providing access to shore.

I. "Manufacturer" is a subcontractor to the Contractor and is the party responsible for the design and fabrication of the floating dock system, including connection to the anchorage system and gangway system.

Unless specified otherwise in the Contract Documents, the dock

Manufacturer is responsible for the design of the anchorage system.

J. "Marginal Walkway" or "Main Walkway" is the principal collector float system of branching main piers that are connected to shore.

K. "Military Craft" is a vessel used for military operations and services.

35 51 13-5

L. "Non-Operational" is a non-occupancy case with nonroutine functionality and inactive use such as an extreme storm event where boats are removed from the small craft harbor.

M. "Operational" is an occupancy case with routine functionality and active use.

N. "Recreational Craft" is a noncommercial vessel used by recreational users.

O. "Service life" is the Engineer's stated expectation for the number of years that the structure will function without needing major rehabilitation or replacement.

1.03 SUBMITTALS

A. The following shall be submitted to the Owner’s Representative in accordance with the Contract Documents. Note that approval of the submittals by the Owner’s Representative shall not be construed as relieving the Contractor from responsibility for compliance with the specification nor from responsibility of…