ITB-2025-06_Russell_Harber_Dock_Replacement_-_AMI_Specs.pdf

SPECIFICATIONS FOR:

Russell Harber Park Dock Repair/ Replacement Russell Harber Road Milton, Florida 32583

Prepared For:

Ed Spears, City Manager Milton, FL

Prepared By:

Russell Harber Park Dock Repair/ Replacement AMI Project No. 231072

Milton, Florida FEMA Project No. 160536

SECTION 00 01 01 � TITLE PAGE

TITLE PAGE 00 01 01-1

Project Manual Including:

Russell Harber Park Dock Repair/ Replacement for City of Milton, Florida at

Russell Harber Road Milton, Florida 32583

Engineers: AMI Consulting Engineers, P.A.

3298 Summit Boulevard Unit 22 Pensacola, FL 32503 Phone: 850-261-7116

Project No.: 231072

Date: 04/07/2025

SECTION 00 01 05 – CERTIFICATIONS PAGE

CERTIFICATIONS PAGE 00 01 05-1

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and I am a duly Licensed Professional Engineer under the laws of the State of Florida.

Coastal Engineer

Zac Morris, PE

AMI Consulting Engineers, PA

Date: April 7, 2025 FL License No. 96476

SECTION 00 01 10 � TABLE OF CONTENTS

TABLE OF CONTENTS 00 01 15-1

TABLE OF CONTENTS

Division 02-35 � Technical Specifications

02 41 13 Selective Site Demolition 31 25 00 Erosion and Sediment Control 31 32 19.23 Geotextile Layer Separation 31 37 16.13 Stone Placement 31 62 23 Composite Piles 35 51 13 Floating Dock

TECHNICAL SPECIFICATIONS COVER PAGE 02 00 00 - 1

SECTION 02 00 00

TECHNICAL SPECIFICATIONS

SECTION 02 41 13 � SELECTIVE SITE DEMOLITION

SELECTIVE SITE DEMOLITION 02 41 13 - 1

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Demolition and Removal of designated items.

a. Existing dock.

b. Existing piles

c. Any unsuitable material discovered during removal or salvage operations

2. Salvage of Designated Items.

a. Existing gangway � salvage for reuse

b. Existing riprap � salvage for reuse

3. Special Precautions.

a. Ground and Surface Water Control.

b. Dust control.

c. Hazardous Waste or Contaminated Material.

4. Disposal of Material.

a. Existing wooden piles

b. Existing dock

1.2 REFERENCES

A. Florida Department of Transportation (FDOT) Standard Specifications for Road and

Bridge Construction (FY 2025-26).

B. Florida Department of Environmental Protection regulations and permits

C. State of Florida Erosion and Sediment Control Designer and Reviewer Manual

(2013).

D. Occupational Safety and Health Administration (OSHA) 29 CFR, Part 1926, Subpart

P �Excavations and Trenches�. This document states that excavation safety is the sole responsibility of the Contractor.

E. United States Department of Agriculture - Natural Resources Conservation Service

(NRCS).

1.3 SUBMITTALS

A. Provide accurately recorded locations of abandoned utilities, subsurface obstructions and any item relocated or buried in the project site

B. Preconstruction Photos of the materials to be removed and salvaged.

C. Stock pile and temporary placement photos

1.4 QUALITY CONTROL

SECTION 02 41 13 � SELECTIVE SITE DEMOLITION

SELECTIVE SITE DEMOLITION 02 41 13 - 2

A. See Section 01 40 00 � Quality Requirements.

1.5 QUALITY ASSURANCE

A. See Section 01 40 00 � Quality Requirements.

1.6 SEQUENCING & SCHEDULING

A. Adhere to Division 01 Provisions.

PART 2 - PRODUCTS

2.1 SYSTEM DESCRIPTION

A. Adhere to Division 01 Provisions.

2.2 MATERIAL PROPERTIES

A. Not used.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Review plans and walk site to confirm all items to be protected during Work.

3.2 PREPARATION

A. Protect existing plants, equipment, and structures which are to remain in areas where work will be performed.

1. Provide bracing or shoring as needed to prevent movement or settlement of adjacent structures.

B. Obtain written permission from adjacent property owners (both private and public) when demolition equipment will traverse, infringe upon, or limit access to their property.

3.3 INSTALLATION

A. Abandonment

1. Abandon structures and facilities as indicated on the Plans.

2. Remove ten feet at point of disconnection of below grade pipes and conduits.

a. Cap live end with manufactured plugs and restraints.

b. If the pipe or conduit is eight inches in diameter or larger, blow abandoned portion full of sand.

c. Cap each end with manufactured plugs and restraints or bulkhead completely with concrete.

d. Complete removal is acceptable.

e. Record locations of each end, including depth to invert, and bearing and length of abandoned portion.

B. Salvage

SECTION 02 41 13 � SELECTIVE SITE DEMOLITION

SELECTIVE SITE DEMOLITION 02 41 13 - 3

1. Remove material to be salvaged in a manner to prevent damage.

a. Dismantle as necessary to permit convenient handling.

b. Clean for storage.

2. Stockpile or store salvaged materials for use by Owner in a secured location on site until delivered to or picked up by Owner.

3. Stockpile or store salvaged materials for use on the Project until time of reinstallation.

4. Materials salvaged by the Contractor for the Contractor�s own benefit shall be immediately removed from the site.

a. Brokerage of Contractor salvage material is not permitted on site.

C. Demolition Requirements

1. Remove structures and facilities as indicated on the Plans.

a. Remove and dispose of all structures, except for that which is permitted to remain upon determination being made by the Owner. Ensure that the existence of the abandoned structures do not interfere with, endanger, or detract from the new construction in any way.

b. Remove floor slabs and basement walls.

2. Conduct operations with minimum interference to public or private accesses.

a. Maintain protected ingress and egress at all times.

3. Perform removal operations that may endanger new construction prior to construction of affected Work.

4. Cease operations immediately if adjacent structures appear to be in danger.

a. Notify the Owner and do not resume operations until directed.

5. In removing concrete and bituminous pavement, sidewalks, and similar structures, where the cut will be exposed in the finished Work, the structure shall, unless the removal is made to an existing joint:

a. Be sawed along the removal lines with a concrete saw to a depth of not less than 1/2 the thickness of the pavement before breaking.

i. Where a portion of an existing pavement is to be retained for use, that portion shall not be damaged during removal operations.

ii. The use of wedges, driven into the saw cut to break off the portion to be removed, will not be permitted.

b. Elsewhere, the structure shall be cut and chipped to reasonably true lines and vertical faces.

6. Remove tops of maintenance holes, septic tanks, and similar structures to an elevation of at least four feet below finished grade.

a. Fracture or perforate base slabs to permit drainage of entrapped water.

SECTION 02 41 13 � SELECTIVE SITE DEMOLITION

SELECTIVE SITE DEMOLITION 02 41 13 - 4

b. Backfill with compacted granular material.

7. Excavation, backfill, and topsoil shall be per the requirements of Section 31 20

00 Earth Moving.

a. Do not place backfill or fill material on surfaces that are muddy, frozen, covered with snow, or contain frost or ice.

b. Protect excavation bottoms and bearing surfaces against freezing when temperatures are below 35 degrees Fahrenheit and falling.

D. Disposal

1. All materials, except existing designated for salvage, demolished under this section shall be removed from the site.

a. Disposal shall be per FDOT and all relevant state and local ordinances.

b. The cost of legal disposal of the materials shall be included in the Bid, and no additional compensation will be allowed.

E. Special Precautions

a. Remove water to prevent soil changes detrimental to stability or workability of subgrades and trench bottoms.

i. Provide and maintain pumps, well points, suction and discharge lines and any other dewatering system components necessary to convey water.

ii. Do not use trench excavations or partially installed utility lines as temporary drainage conveyances.

b. Prevent surface water from flowing into excavations and from flooding the site.

i. All surfaces (except ponds, basins, and wetlands) shall be finished such that they will not impound surface water.

ii. Establish and maintain temporary drainage ditches and diversions as necessary to control flow across or around the site and away from building pads and pavement areas.

c. Coordinate, sequence, and cooperate with Work of related Sections required to prevent erosion and control sediment from dewatering operations within the construction limits.

i. Convey water removed from excavations and diverted surface waters to collecting or runoff areas secured against sediment transport.

ii. Do not allow sediment laden water to be discharged from the site.

iii. Allow for installation of necessary erosion control devices as work progresses according to the means and methods of construction.

iv. Minimize exposure of disturbed soil surfaces by phasing and coordinating earthwork operations with final paving and turf establishment as is practicable.

SECTION 02 41 13 � SELECTIVE SITE DEMOLITION

SELECTIVE SITE DEMOLITION 02 41 13 - 5

2. Use means necessary and practicable to prevent dust becoming a nuisance to the public and interfering with completion of other Work being performed on the site.

a. Sprinkle surfaces with water and/or provide "snow fence" to prevent airborne transport of sediments.

b. Pay all fees for use of water.

F. Cleaning/Repair

1. Clean the site of all debris and unused materials and remove from site.

2. Repair or replace existing property which is to remain that is damaged by the

Work of this Section at no cost to the Owner.

END OF SECTION

SECTION 31 25 00 � EROSION AND SEDIMENT CONTROL

EROSION AND SEDIMENT CONTROL 31 25 00 - 1

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Erosion and Sediment Control.

a. Installation.

b. Maintenance.

c. Removal.

2. Restoration of Area.

3. Jointly, with Owner:

a. Erosion Control Plan

b. Erosion and Sediment Control Permit

4. Other necessary permits for construction.

1.2 REFERENCES

A. Society for Testing and Materials (ASTM International).

B. Florida Department of Transportation (FDOT) Standard Specifications for Road and

Bridge Construction (FY 2025-26)

C. Florida Department of Environmental Protection regulations and permits, specifically the NPDES Generic Permit

D. City of Milton Public Works Manual, rev 5/2014

E. State of Florida Erosion and Sediment Control Designer and Reviewer Manual

(2013)

1.3 SUBMITTALS

A. Photos of all installed erosion control materials

B. Provide weekly erosion control inspection logs upon completion of the project.

1.4 QUALITY CONTROL

A. See Section 01 40 00 � Quality Requirements

1.5 QUALITY ASSURANCE

A. See Section 01 40 00 � Quality Requirements

1.6 SEQUENCING & SCHEDULING

A. Do not begin work until all applicable stormwater permits have been issued.

PART 2 - PRODUCTS

2.1 SYSTEM DESCRIPTION

SECTION 31 25 00 � EROSION AND SEDIMENT CONTROL

EROSION AND SEDIMENT CONTROL 31 25 00 - 2

A. Adhere to Division 01 Provisions

2.2 MATERIAL PROPERTIES

A. Silt fence shall be per State of Florida Erosion and Sediment Control Designer and

Reviewer Manual (2013).

B. Erosion control blankets shall be per State of Florida Erosion and Sediment Control

Designer and Reviewer Manual (2013).

1. Erosion control blankets shall be machine produced mats of curled wood excelsior with eighty percent of fiber lengths six inches or longer. The fibers need to have consistent thickness and be evenly distributed over the entire area of the blanket.

2. Erosion control blankets shall be 100% biodegradable with a functional longevity of at least 36 months.

3. Erosion control blankets shall be smolder-resistant without the use of chemical additives.

4. Staples shall be biodegradable non-metallic.

C. Flotation Silt Curtains shall be manufactured from an impermeable, vinyl-coated nylon and must meet State of Florida Erosion and Sediment Control Designer and

Reviewer Manual (2013) requirements.

D. Inlet Protection:

1. The drain filter shall be manufactured from woven polypropylene fabric with all seams double stitched using nylon thread.

2. The seams shall have a certified average wide width strength per ASTM D-4884 as follows:

Style Test Result

Regular Flow 165.0 lbs./in.

High Flow 114.60 lbs./in.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Exercise every precaution, throughout the construction of the project, to prevent the eroding of soil by wind or water and the silting of rivers, streams, lakes, reservoirs, other water impoundments, ground or roadway surfaces, drainage systems, or other property.

1. Provide protection of the environment during construction to reduce soil erosion and siltation to meet all Local, State and Federal standards and Permit requirements.

2. Minimum erosion control practices to be used are as indicated on the Plans and directed by the local governing agency.

SECTION 31 25 00 � EROSION AND SEDIMENT CONTROL

EROSION AND SEDIMENT CONTROL 31 25 00 - 3

3. Provide erosion and sediment control as indicated on the Plans and specified herein; including, but not limited to, construction of temporary and permanent erosion checks and controls, seeding, sodding, silt traps, barriers, silt fences, earthen berms, diversion ditches, slope and water course protection.

4. The Contractor shall provide additional erosion protection as necessary according to the means, methods, and sequence of construction.

B. Maintain, replace, and remove all temporary erosion and sedimentation control devices.

C. Maintain all permanent BMP�s.

D. Provide coordination for restoration of areas and removal of devices.

E. Temporary berms, dikes, slope drains, sedimentation basins or other protection measures will be required where possibilities for water pollution exist and the permanent erosion controls are not completely operative.

3.2 PREPARATION

A. The Contractor shall obtain all applicable local, state, and federal permits.

1. The Contractor shall apply for and pay the permit fee.

2. The Contractor shall maintain and update the SWPPP.

B. Temporary erosion control shall be in accordance with:

1. State of Florida Erosion and Sediment Control Designer and Reviewer Manual

(2013)

2. The permits of other agencies having jurisdiction with this Project.

C. Erosion and sedimentation control measures are to be inplace prior to commencement of construction activities.

D. Control of drainage and erosion shall include restoration work necessary to prevent siltation of public waters.

1. Restoration shall include cleanup, shaping, and replacement of topsoil and establishment of vegetative cover on all disturbed areas where water pollution potentials have been increased due to the Contractor�s operations.

E. Remove temporary devices after protected areas have been stabilized.

F. The Contractor shall schedule and conduct operations to minimize erosion of soils and to prevent sediment transport.

1. Construction of drainage facilities, turf establishment items, and other Contract

Work which will contribute to the control of erosion and sedimentation shall be carried out concurrently with earthwork operations or as soon thereafter as practicable.

G. The Owner's authorized representative shall have authority to limit the surface area of erodible soil that can be exposed to possible erosion at any time, without having permanent or temporary erosion control features completed and operative.

SECTION 31 25 00 � EROSION AND SEDIMENT CONTROL

EROSION AND SEDIMENT CONTROL 31 25 00 - 4

H. While operations are in progress and prior to suspension of grading operations for longer than seven days, areas of bare soil exposed to erosion possibility shall be shaped to permit storm runoff with minimum erosion.

I. All disturbed areas, where there are no construction activities to be scheduled within the next seven days, shall be temporary seeded/covered within 48 hours after construction activity ceases in that area.

J. Seeding shall be per State of Florida Erosion and Sediment Control Designer and

Reviewer Manual (2013).

K. All expenses incurred in complying with the provisions hereof and effectively preventing pollution of public waters shall be borne by the Contractor with no direct compensation being made.

L. Verify or obtain approval of locations for temporary stockpiles.

3.3 INSTALLATION

A. Installation of Silt Fence:

1. Dig or scrape a minimum six-inch by six-inch trench where fence is to be installed or ensure sufficient fill material is available.

2. Unroll fence by section along the trench or predetermined path.

3. Position posts on the downstream side of the fence.

4. Drive posts into undisturbed soil until six inches of fabric is in the trench or laying on the ground.

5. Place fill material in the trench or on the fabric flap and tamp.

6. In areas where water build-up other than sheet flow is expected or experienced, provide additional metal or wooden posts or woven wire fabric between the fence posts for increased support.

7. After restoration work has been completed, the Contractor shall remove and dispose of the silt fence.

B. Erosion blankets shall be used with slopes greater than three feet horizontal to one foot vertical and berms, ditches, and other �hard to hold� problem areas.

1. Properly prepare, fertilize, and seed areas to be covered before blanket is applied.

2. When the blanket is unrolled, netting should be on top and fibers in contact with the soil over the entire area.

3. In ditches, apply blankets in the direction the water flows, butting them at the ends and sides and then stapling.

4. On slopes, apply blankets either horizontally or vertically to the slope, butt ends and sides and then staple.

5. Use biodegradable staples.

SECTION 31 25 00 � EROSION AND SEDIMENT CONTROL

EROSION AND SEDIMENT CONTROL 31 25 00 - 5

a. Drive staples vertically into the ground spaced to manufacturer's recommendations.

C. Maintain all erosion and sedimentation control measures and devices.

1. Erosion control measures shall remain in place until other means of permanent control such as turf establishment and paving have taken place.

2. Erosion control measures shall remain in place until removal is approved by the

Owner's authorized representative.

D. Repair or replace any erosion control devices which have been disrupted during construction operations.

E. When silt fence and/or sediment filters have sedimentation built-up to 1/2 height of the silt fence and or sediment filters, the Contractor is to remove the build-up.

1. The soils are either to be taken offsite or to a location on the site where it can be used.

F. This work and material shall be considered incidental to the Contract and no additional compensation shall be made.

G. Inspect all erosion control devices and repair and/or clean it out as necessary.

1. At least once every seven (7) days,

2. Within 24 hours after a rainfall event greater than or equal to a 1/2-inch in 24 hours.

H. Immediately remove materials spilled, washed, or tracked onto public roadways or walking paths by shoveling and sweeping.

1. Material tracked onto public roadways or walking paths shall be removed by the end of each workday.

SECTION 31 32 19.23 � GEOTEXTILE LAYER SEPARATION

GEOTEXTILE LAYER SEPARATION 31 32 19.23 - 1

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes:

1. Geotextile Fabric.

1.2 REFERENCES

A. Society for Testing and Materials (ASTM International).

B. Contract, General, Supplementary and Other Conditions of Division 00, the General

Requirements Sections of Division 01 and the Drawings apply to Work of this

Section.

C. Florida Department of Transportation (FDOT) Standard Specifications for Road and

Bridge Construction (FY 2025-26)

D. City of Milton Florida Public Works Manual

E. State of Florida Erosion and Sediment Control Designer and Reviewer Manual

(2013)

1.3 SUBMITTALS

A. The Contractor shall deliver to the Engineer a sample of the geotextile material at least 15 days prior to its incorporation into the work.

B. The Contractor shall furnish to the Engineer at least 15 days prior to use in the work a manufacturer's Certified Report of Test or Analysis that the geotextile fabric delivered for use in the work meets the specified requirements of this Section. The delivered geotextile fabric shall bear markings to clearly identify it with the applicable test report furnished to the Engineer.

1.4 QUALITY CONTROL

A. The geotextile shall be furnished in a wrapping that will protect the fabric from ultraviolet radiation, mud, dirt, dust, debris, and abrasion during shipping, hauling, and storage. The cloth shall be free of defects, rips, holes, or flaws.

B. Protect rolls of geotextile fabric from construction equipment, chemicals, sparks and flames, or any other environmental condition that may damage the fabric. To protect the geotextile from becoming saturated, either elevate the rolls off the ground, or place them on a sacrificial sheet of plastic in an area where water will not accumulate.

1.5 QUALITY ASSURANCE

A. The cloth shall be free of defects, rips, holes, or flaws.

B. Clearly mark geotextile fabric rolls to show fabric type.

1.6 SEQUENCING & SCHEDULING

A. Adhere to Division 01 Provisions

SECTION 31 32 19.23 � GEOTEXTILE LAYER SEPARATION

GEOTEXTILE LAYER SEPARATION 31 32 19.23 - 2

PART 2 - PRODUCTS

2.1 SYSTEM DESCRIPTION

A. Adhere to Division 01 Provisions

2.2 MATERIAL PROPERTIES

A. Geotextile shall be a pervious sheet of plastic yarn non-woven into a uniform pattern with distinct and measurable openings. The plastic yarn shall consist of any long-chain synthetic polymer composed of at least 85 percent by weight of propylene, ethylene and shall contain stabilizers and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultraviolet and/or heat exposure.

Slit film woven fabric will not be allowed for this work.

B. Geotextile shall have extremely high strength characteristics, be rot proof, mildew proof, totally unaffected by moisture, and excellent resistance to acids and alkalis.

C. Geotextile shall be meet requirements of FDOT Standard Specifications Section 985.

D. The non-woven geotextile shall have the following properties or better:

PART 3 - EXECUTION

3.1 EXAMINATION

A. Inspect each roll of geotextile fabric prior to use to ensure that there are no defects, rips, holes, or flaws present in the material.

3.2 PREPARATION

A. Clear slopes that are to be covered with geotextile fabric of any materials that may puncture, tear, or otherwise damage the geotextile upon installation.

1. The prepared surface shall be relatively smooth and free from stones, sticks, or other debris and irregularities.

2. All cloth damaged during its installation or during placement of stone shall be replaced by the Contractor at no cost to the Owner.

3.3 INSTALLATION

A. The fabric geotextile shall be placed at the locations as shown on the Drawings.

Property ASTM Reference MARV

Tensile Strength (lbs.) ASTM D4632 300 min.

Elongation at Break ASTM D4632 50% min.

Mullen Burst Strength (psi) ASTM D3786 585 min.

Puncture Resistance (lbs.) ASTM D4833 175 min.

AOS (U.S. Standard Sieve) ASTM D4751 100 Percent Open Area 4% min.

Permeability (cm/sec) 0.1 min.

UV Resistance, % Retained ASTM D4355 70 min.

Minimum Average Roll Value

SECTION 31 32 19.23 � GEOTEXTILE LAYER SEPARATION

GEOTEXTILE LAYER SEPARATION 31 32 19.23 - 3

B. The cloth shall be laid loosely but without wrinkles or creases.

C. There shall be a minimum overlap of two feet at each joint.

D. The geotextile shall be adequately secured so that it is not displaced during subsequent construction.

1. Use of pins, field seams, or other methods for holding the geotextile in place during stone placement will be allowed.

E. No traffic or construction equipment shall operate directly on the geotextile.

SECTION 31 37 16.13 � STONE PLACEMENT

STONE PLACEMENT 31 37 16.13 - 1

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes:

1. Riprap Revetment Placement.

1.2 REFERENCES

A. American Society for Testing and Materials (ASTM International).

B. Florida Department of Transportation (FDOT) Standard Specifications for Road and

Bridge Construction (FY 2025-26)

C. City of Milton Florida Public Works Manual

D. State of Florida Erosion and Sediment Control Designer and Reviewer Manual

(2013)

1.3 SUBMITTALS

A. New stone source and material property testing results

1.4 QUALITY CONTROL

A. The Contractor is responsible for, and shall establish and maintain, quality control for all stone production and transport under this contract to assure compliance with the specifications.

B. The Contractor shall exercise care in loading, hauling, and unloading of stone during all phases of construction to prevent cracking and splitting that would otherwise lead to rejection at the job site.

1.5 QUALITY ASSURANCE

A. See Section 01 40 00 � Quality Requirements

1.6 SEQUENCING & SCHEDULING

A. Adhere to the Division 01 Provisions

PART 2 - PRODUCTS

2.1 SYSTEM DESCRIPTION

A. General

1. Materials required for this Work shall be new material conforming to the requirements of the referenced Specifications for the class, kind, type, size grade and other details indicated in these Specifications or on the Plans.

a. An exception is made in regards to the salvageable riprap on site.

B. Delivery, Storage, and Handling

1. Stone shall be placed in staging areas in a manner to not allow fracturing or significant deformations that would affect the quality, weight and size.

SECTION 31 37 16.13 � STONE PLACEMENT

STONE PLACEMENT 31 37 16.13 - 2

2.2 MATERIAL PROPERTIES

A. Requirements

1. Material having the gradations listed below shall be placed in the work at the locations as shown on the Drawings. Gradation limits are in-place requirements.

Adjustments in production, transportation and placement methods shall be made as necessary to assure final placed materials are within specified ranges. Stone shall be well graded, and not exhibit gap grading or scalping from individual size ranges. The existing soil shall be as shown on the Drawings.

2. All riprap shall meet requirements of FDOT Standard Specifications Section 530-

2.1.3.1 Rubble (Bank and Shore Protection).

3. The maximum aspect ratio (greatest dimension: least dimension) of any piece of armor and filter stone shall not be greater than 3:1 when measured on mutually perpendicular axes.

B. All stone materials shall be produced at a quarry. Stones shall be angular in shape

(i.e., field stone is not acceptable). The stone shall be free of damage resulting from blasting during production.

2.3 QUALITY REQUIREMENTS

A. All stone shall be highly resistant to weathering and disintegration under freezing/thawing and wetting/drying conditions and shall be of a quality to provide permanence of the structure in the climate in which it is to be used. The stone shall be durable, sound, and free from detrimental cracks, seams and other defects that tend to increase deterioration from natural causes or cause breakage in handling and/or placing. Argillaceous stone or stone with high shale content is more susceptible to weathering, abrasion, thin bedding, close fracturing and other undesirable rock properties and will not be accepted.

B. All stones should be angular in nature and produced in a quarry. Blast cracks that have the potential of causing more than 20% loss of weight of an individual stone, if the crack opens in service, are not acceptable. Stones with minor cracking may be re-worked at the Contractor's option, with cracked portions being removed by jacking or other suitable method. The remaining stone, if within the gradation limits, may be re-evaluated by Engineer for acceptance.

C. Stones shall have an average diameter between 9 and 21 inches. Diameters are measured on mutually perpendicular axes.

D. The Contractor is responsible for testing of stone materials.

1. The Contractor shall provide a Quality Control Program (QCP) and an appropriate full-time stone source and loading facility inspector(s), who shall verify that all stone produced and delivered to the job site or staging areas conforms to the requirements of this section.

2. The QCP and inspector(s) activities will include, but not be limited to, the following general elements:

SECTION 31 37 16.13 � STONE PLACEMENT

STONE PLACEMENT 31 37 16.13 - 3

a. Visually inspecting riprap stones to verify that the stone meets the quality requirements of this section.

b. Maintaining separate stockpiles of stone materials by stone classification.

c. Maintaining a clear, legible daily log of activities and observations in a format to be approved by the Engineer.

3. The Contractor shall maintain records of all quality control tests, surveys, inspections, and corrective actions, and submit copies to the Engineer.

E. The Engineer will observe a random sampling of stones that have passed the

Contractor's QCP for conformance with the quality requirements of this section. The right is reserved not to accept the materials found deficient based on quality requirements. The material rejection shall not be grounds for a time extension or change in contract price.

F. The Contractor shall provide equipment and operators to turn and handle questionable stones for further evaluation by the Engineer. In addition, rejected stones shall be segregated and removed from the stockpile area.

G. The Engineer may elect to obtain samples of any stone type for laboratory testing of material quality.

PART 3 - EXECUTION

3.1 PREPARATION

A. Ensure that all required geotextile fabric is installed where noted in the Drawings and in accordance with Section 31 32 19.23 � Geotextile Layer Separation.

3.2 INSTALLATION

A. Layers

1. Base Layer � Existing Soil

a. The existing soil shall be as shown on the Drawings.

2. Geotextile Fabric

a. Geotextile shall be installed in accordance with Section 31 32 19.23 �

Geotextile Layer Separation.

3. Bedding Stone

a. Provide 6 inches of bedding stone as shown on the drawings.

b. Stone salvaged from the work may be reused as bedding stone if it meets size requirements of FDOT Standard Specifications Section 530-2.1.4.

4. Riprap

a. Carefully place riprap as specified on the drawings.

b. Minimum riprap section thickness shall be 2� 6�, per FDOT Standard

Specifications Section 530-2.1.3.1, or approximately 2 layers of stone.

SECTION 31 37 16.13 � STONE PLACEMENT

STONE PLACEMENT 31 37 16.13 - 4

c. Stone salvaged from the work may be reused as riprap if it meets size requirements of FDOT Standard Specifications Section 530-2.1.3.

B. Stone Placement

1. Place stones such that each stone placed is resting firmly on the stones beneath and has the weight of other stones above to hold it in place.

2. Place stone in small sections to the grades shown on the Drawings with the tolerances described in this section.

a. Placement of the stone shall start at the bottom of the slope unless noted otherwise in the Drawings.

3. Place stone in such a manner as to avoid displacing or placing undue impact force on underlying materials and to minimize cracking or chipping of stones.

a. All stones shall not be dropped or thrown from a height or distance that could cause fractures.

4. Each stone placed shall have a minimum of three points of contact from the surrounding stones to assure sufficient interlock is obtained in the revetment.

3.3 CLEANUP/REPAIR

A. Clean the site of all debris and unused materials and remove from site.

B. Clean adjacent structures and dust, dirt, and debris caused by Work operations.

Return adjacent areas to condition existing before Work operations began.

C. Repair or replace existing property which is to remain that is damaged by the Work of this Section at no cost to the Owner.

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 1

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes:

1. Fiberglass Reinforced Plastic Pile

1.2 REFERENCES

A. Society for Testing and Materials (ASTM International)

B. Tangent Sustainable Lumber, SeaPile and Sea Timber Field Installation Guide

1.3 SUBMITTALS

A. Product data sheet (PDS) of purchased product.

B. Photos of piles delivered on site.

C. Pile-Driving Equipment Data: Include type, make, and rated energy range; weight of striking part of hammer; weight of drive cap; and, type, size, and properties of hammer cushion.

D. Static Pile Test Reports: Submit within three days of completing each test.

E. Pile-Driving Records: Submit within three days of driving each pile.

F. Certified Piles Survey: Submit within seven days of pile driving completion.

1.4 QUALITY CONTROL

A. Testing Agency Qualifications: Qualified according to ASTM E 329 for testing.

1.5 QUALITY ASSURANCE

A. See Section 01 40 00 � Quality Requirements

1.6 SEQUENCING & SCHEDULING

A. Adhere to Division 01 Provisions

PART 2 - PRODUCTS

2.1 SYSTEM DESCRIPTION

A. Trim pile butt and cut perpendicular to longitudinal axis of pile. Chamfer and shape butt to fit tightly to driving cap of hammer.

B. Treat field cuts, holes, and other penetrations according to Manufacturer Field

Installation Guide.

C. Splices are not permitted.

D. Mark each pile with horizontal lines at 12-inch intervals; label the distance from pile tip at 60-inch intervals. Maintain markings on piles until driven to desired depth or refusal.

2.2 MATERIAL PROPERTIES

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 2

A. Composite Piles

1. Piles shall be Tangent SeaPile 13SP8F08 or approved equivalent.

a. Contractor shall submit details of the proposed equivalent or substitute product a minimum of 15 days before installation is to begin. No substitute product shall be brought to the Project site without Owner or Engineer approval.

2. Plastic shall be a mixture of recycled polyethylene or polypropylene and include colorants, UV inhibitors, and antioxidants as needed to meet requirements. The piles shall be manufactured in a continuous process which results in the pile having no joints.

3. Reinforcement shall include 8 fiberglass reinforcement elements, each 1� in diameter, arranged concentrically and running the entire length of the piling.

4. Piles shall be solid, not hollow, with the annulus melt fused to the core. The core shall be a continuous foamed structure throughout the entire length of the piling.

No singular void may exceed 1� in diameter or 3� in length.

5. Each pile shall be clearly marked with the manufacturer name and a unique serial number.

6. Manufacturer shall provide documentation showing that the tests described below have been performed and have met the test criteria. Such tests shall be performed by an independent testing laboratory supervised by a testing engineer.

a. The product shall be tested in bending to quantitatively determine the flexural modulus of elasticity and the bending yield stress. The product shall be tested full-scale. Scale model tests are not acceptable. The test configuration shall be three point or four point bending (the product shall be simply supported at two locations, with the load applied equidistant from the two supports). The product shall be loaded at least until the specified minimum yield stress is reached, or until failure. During the test, load and corresponding deflection data shall be recorded. Deflection along the length of the piling is measured at midspan. Load and deflection data shall be used to calculate the flexural modulus of elasticity and maximum outer fiber stress.

b. Calculations of the properties in 4.3 shall be made utilizing standard elastic beam flexure formulas. The specified minimum yield stress in bending shall be reached before failure of the product. The modulus is to be taken at a strain of 0.01 inches per inch. The bending moment at yield shall be determined by the formula M = f (I / c) where:

i. M = bending moment at yield (in-lbs)

ii. f = yield stress in bending (lb/in2)

iii. I = moment of inertia of cross-section (in4)

iv. c = distance from neutral axis to the outer fiber (in)

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 3

c. The fiberglass reinforced plastic piles shall exhibit recoverable deflection. The plastic composite piling shall not exhibit more than a 5% reduction in bending stiffness (EI) when cyclically load tested. The manufacturer of the piling shall provide cyclical, flexural load test results from an independent test laboratory. Cyclical load testing shall be conducted on either the specified 13"O.D. The test shall be for a minimum of 200 load cycles. The applied load shall produce a minimum of 40% of the fiberglass reinforced plastic piles bending moment at yield.

d. Test results may be extrapolated from full scale testing of products with similar cross sectional size for different rebar sizes and configurations. Test results may also be extrapolated to a product of another cross sectional size only if the other size has the same or smaller cross section than the tested product. Smaller cross sections shall not be used to predict the performance of larger cross sections.

TABLE 1 - PLASTIC PROPERTIES

Density

(ASTM D792)

Skin Unblown plastic - 55-65 lb./cu. ft

Density

(ASTM D792)

Annulus 45-55 lb./cu. ft

Water Absorption

(ASTM D570)

Skin < 0.1% in 24 hours

Brittleness

(ASTM D746-07)

Skin No break at -40°F

Impact Resistance (Izod)

(ASTM D256)

Skin 4.53 ft-lb./in.

Hardness

(ASTM D2240)

Skin/Annulus 60-70 (Shore D)

Ultraviolet

(ASTM D4329 UVA-340)

Skin/Annulus No more than 1% average change in

Shore D durometer hardness after

500 hours exposure

Abrasion

(ASTM D4060)

Skin Weight Loss: < 0.001 oz

Cycles = 10,000

Wheel = CS17

Load = 2.2 lb

Chemical Resistance

(ASTM D543-06)

Skin/Annulus

Sea Water

Gasoline

No. 2 Diesel

< 0.1% weight increase

< 3.0% weight increase

< 1.5% weight increase

Compressive Strength

(ASTM D6108)

Skin/Annulus Minimum 2,000 psi

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 4

Compressive Modulus

(ASTM D6108)

Skin/Annulus Minimum 60,000 psi

Static Coefficient of Friction, Dry

(ASTM D1894)

Skin 0.15

Screw Withdrawal

(ASTM D6117)

Skin/Annulus Minimum 400 lbs

TABLE 2 - REINFORCING

Tensile Properties

(ASTM D638)

Tensile Strength 40,000 psi

Flexural Strength

(ASTM D4476)

Flexural Strength 50,000 psi

Compressive Properties

(ASTM D695)

Compressive Strength 40,000 psi

TABLE 3 � DIMENSIONS

TABLE 4 - PERFORMANCE

Flexural Modulus of Elasticity 403,000 psi

Stiffness (EI) 5.55+08 lb-in2

Max Stress in Bending 8,185 psi

Weight 43-50 lbs/ft

Fender Pile Dimension Tolerance

Length Per order -0.0 inches / +2.0 inches

Overall Diameter 13.125 inches +0.375 / -0.25 inches

Distance from outer surface to rebar elements

0.75 inches +/-0.375 inches

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 5

PART 3 - EXECUTION

3.1 EXAMINATION

A. Adhere to Division 01 Provisions

3.2 PREPARATION

A. Pile Hammer: Air-, steam-, hydraulic-, or diesel-powered type capable of consistently delivering adequate peak-force duration and magnitude to develop the ultimate capacity required for type and size of pile driven and character of subsurface material anticipated.

B. Between hammer and top of pile, provide hammer cushion and steel driving cap as recommended by hammer manufacturer and as required to drive pile without damage.

C. Use fixed, semifixed, or hanging-type pile-driver leads that hold the full length of pile firmly in position and in axial alignment with hammer

D. Contractor shall provide, at no additional cost to the Owner, plastic pile caps to be installed after pile is driven and cut off, to provide a finished appearance.

E. Contractor can provide, at no additional cost to the Owner, a steel point bolted to the pile to aid in difficult driving conditions.

3.3 INSTALLATION

A. Install pile shoe prior to driving piles.

B. Continuously drive piles to elevations or penetration resistance indicated. Establish and maintain axial alignment of leads and piles before and during driving.

C. Drive spud piles through overlying highly resistant strata or obstructions and withdraw for reuse.

D. Redrive heaved piles to tip elevation at least as deep as original tip elevation with a driving resistance at least as great as original driving resistance.

E. Drive piles without exceeding the following tolerances, measured at pile heads:

1. Location: 2 inches (102 mm) from location indicated after initial driving, and 4 inches (152 mm) after pile driving is completed.

2. Plumb: Maintain 1 inch (25 mm) in 48 inches (1219 mm) from vertical, or a maximum of 4 inches (102 mm), measured when pile is aboveground in leads.

3. Batter Angle: Maximum 1 inch (25 mm) in 48 inches (1219 mm) from required angle, measured when pile is above ground in leads.

F. Withdraw damaged or defective piles and piles that exceed driving tolerances and install new piles within driving tolerances.

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 6

1. Fill holes left by withdrawn piles using cohesionless soil material such as gravel, broken stone, and gravel-sand mixtures. Place and compact in lifts not exceeding

72 inches (1830 mm).

2. Fill holes left by withdrawn piles as directed by Engineer.

G. Abandon and cut off rejected piles as directed by Architect. Leave rejected piles in place and install new piles in locations as directed by Engineer.

H. Cut off butts of driven piles square with pile axis and at elevations indicated.

I. Maintain accurate driving records for each pile. Include the following data:

1. Project name and number.

2. Name of Contractor.

3. Pile species.

4. Pile location in pile group and designation of pile group.

5. Sequence of driving in pile group.

6. Pile dimensions.

7. Ground elevation.

8. Elevation of tips after driving.

9. Final tip and cutoff elevations of piles after driving pile group.

10. Records of redriving.

11. Type, make, model, and rated energy of hammer.

12. Weight and stroke of hammer.

13. Type of pile-driving cap used.

14. Cushion material and thickness.

15. Actual stroke and blow rate of hammer.

16. Pile-driving start and finish times, and total driving time.

17. Time, pile-tip elevation, and reason for interruptions.

18. Number of blows for every 12 inches (305 mm) of penetration, and number of blows per 1 inch (25 mm) for the last 6 inches (152 mm) of driving.

19. Pile deviations from location and plumb.

20. Preboring, jetting, or special procedures used.

21. Unusual occurrences during pile driving.

J. Engage a land surveyor to prepare a piles survey showing final location of piles in relation to the property survey and existing benchmarks.

1. Notify Architect when deviations from locations exceed allowable tolerances.

SECTION 31 62 23 � COMPOSITE PILES

COMPOSITE PILES 31 62 19 - 7

K. Remove withdrawn piles and cutoff sections of piles from site and legally dispose of them off Owner's property.

SECTION 35 51 13 � FLOATING DOCK

FLOATING DOCK SECTION 35 51 13 - 1

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes:

1. Removal and replacement of two dock sections.

a. The dock section removal and replacement includes the following: Provisions including the furnishing of all materials, tools, labor, transportation and equipment necessary to remove and replace dock sections as described herein.

1.2 REFERENCES

A. American Society for Testing and Materials (ASTM International).

B. American Welding Society

C. Steel Structures Painting Council (SSPC), SSPC-SP6

D. ASCE Report No. 50 Design of Small Craft Harbors, Latest Edition

E. American Wood Preservative Association (A WPA), Standard LP-22, LP-44, C-2, M4-79

1.3 SUBMITTALS

A. The Contractor shall submit a minimum of two (2) sets of shop drawings to the

Project Supervisor.

B. Furnish an affidavit from the material supplier certifying that the material and systems delivered to the project meet the requirements specified. An additional affidavit shall be stamped with the seal of and signed by a Licensed Professional Engineer, experienced in floating dock design, testifying that the dockage and anchorage design meets the performance requirements stated herein.

C. Shop drawings, including detailed specifications, shall be submitted for dock sections and pile connections.

1.4 QUALITY CONTROL

A. The floating dockage manufacturer shall have not less than five years continuous experience in the fabrication of floating dockage.

B. The Contractor shall demonstrate to the Owner successful floating dockage installations in a similar physical and natural environment.

C. The dockage manufacturer or the Contractor shall provide at least one person who shall be present during installation of this work who shall be thoroughly familiar with the type of materials being installed, the requirements of this work and who shall direct all work.

D. All welding shall be performed by operators who have been recently qualified as prescribed in "Qualifications Procedure" of the American Welding Society.

1.5 QUALITY ASSURANCE

SECTION 35 51 13 � FLOATING DOCK

FLOATING DOCK SECTION 35 51 13 - 2

A. See Section 01 40 00 � Quality Requirements

1.6 SEQUENCING & SCHEDULING

A. Adhere to Division 01 Provisions

PART 2 - PRODUCTS

2.1 SYSTEM DESCRIPTION

A. Adhere to Division 01 Provisions

2.2 MATERIAL PROPERTIES

A. Dock must smoothly rise and fall along guide piles, and resist typical environmental conditions, including high winds, tidal action, rain, floating debris, and boat mooring.

B. Aluminum shall be Alloy 6061-T6 or 6351-T6 MIG welded with certified shop and welder. Filler alloy should be 5356.

C. Hardware including bolts, lag bolts, screws, nails, flat washers and lock washers shall be of the type and size best suited for the intended use. Low carbon bolts shall conform to the requirements for Grade A bolts, ASTM Designation A325. All fasteners and miscellaneous hardware shall be zinc or cadmium coated in accordance with the requirements of ASTM Designations A153 or A633.

D. Each dock section shall measure 6� 6�W x 30� L, and match the existing dock design and performance. Dock frames and decking shall be welded aluminum. Existing aluminum docks and gangway were manufactured by GatorDock.

E. Flotation Materials

1. Flotation units shall be designed to maintain buoyancy if structurally damaged.

2. Existing flotation units measure 35�W x 47�L x 12�T, except for the floats beneath the gangway landing, which measure 18�T. Floats are installed side by side, in pairs, with 10 floats total per dock section. New dock floats shall match existing design, unless approved by the Owner or Engineer.

3. Float units shall be expanded polystyrene encased all around. Encasement material shall be one piece rotational-molded construction with reinforced wall thickness to maintain shape. Flotation material shall fill the encasement. Gaps in the encasement shall be no more than 1/8" wide. Flotation material shall be closed cell polystyrene. Polystyrene shall have a minimum density of approximately 0.9 pounds/cubic foot. Water absorption shall be less than 3 pounds per cubic foot at 7 days when tested by the Hunt absorption test.

4. Encasement material shall meet the following requirements:

a. High-Density Cross-Linked Polyethylene:

i. Minimum thickness = 0.125"

ii. Molding = Rotational or Extruded

iii. Minimum density (ASTM D1505) = 59 lbs/ft3

SECTION 35 51 13 � FLOATING DOCK

FLOATING DOCK SECTION 35 51 13 - 3

iv. Minimum tensile yield (ASTM D638) = 3200 PSI

v. Environmental Stress Crack_F50 (ASTM D1693) < 1000 HRS

vi. Vicant softening temperature (ASTM D1525) = +240° F

vii. Brittleness Temperature (ASTM D746) = -180° F

viii. Flexural Modulus (ASTM D790) = 100,000 PSI

5. High density polyethylene shall be black, minimum 2 percent carbon black and

UV stabilized.

6. Flotation units shall be manufactured in a fashion to allow full bearing of the float on the structural frame in both vertical and lateral directions. Lateral support by bolted connections only, through the encasement, will not be accepted.

7. Engineer reserves the right, and shall, test the flotation units at the job site.

F. Connections shall be designed so the dock sections and gangway may be disconnected and moved with relative ease.

G. Mooring cleats shall be 14� long and made of solid aluminum. Cleats shall be welded to dock frame to match existing dock.

H. Dock fenders or bumpers shall be provided on all sides and be a non-marring type, a minimum of 2 inches across consisting of rubber, neoprene, or extruded vinyl. The material shall be tough and tear-resistant and maintain flexibility to a temperature of

10 degrees Fahrenheit. Color shall be UV stabilized white.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Adhere to Division 01 Provisions

3.2 PREPARATION

A. Anchor piles for the dock shall be outboard of dock walls and not prohibit access to either side of the dock. Reuse existing pile connections when possible. Three piles shall be connected to each dock section, as shown on plans.

B. New dock shall utilize a pin hinge connection to allow gangway to pivot and be removed as needed.

C. Salvage existing aluminum gangway and store on site in a safe, protected location.

D. All roller assemblies shall be protected by plastic/rubber shrouds or guards to prevent pinch points.

E. Provide complete project details to the Engineer prior to beginning.

F. Assemble all required materials and equipment to complete project in a timely manner.

3.3 INSTALLATION

SECTION 35 51 13 � FLOATING DOCK

FLOATING DOCK SECTION 35 51 13 - 4

A. Contractor shall follow manufacturer�s recommendations for the installation of the new floating dock structures.

B. Contractor shall not apply load to the floating dock while structure is not locating in the water unless dock was specifically designed for that scenario.

C. Contractor shall clean all equipment, to leave free of dirt, dust and fingerprints.

D. Removal of damaged existing dock sections

1. Provide safety signage and barricades for public safety at jobsite.

2. Secure dock sections for removal.

3. Detach or cut steel support posts and cross-supports from underside of dock, remove and legally dispose off-site.

4. Unattached dock from main dock/abutment wall, remove and legally dispose off-site.

E. Provide two complete replacement aluminum docks and hardware-fasteners.

1. Provide safety signage and barricades for public safety at jobsite.

2. Furnish and install two new aluminum dock with these components (attach identical to existing aluminum docks).

F. It is the contractor�s responsibility to restore work areas to a clean condition. The contractor shall clean up all debris created from the work performed.