USACE / NAVFAC / AFCESA / NASA UFGS-35 59 13.14 20 (August 2008)
----------------------------
Preparing Activity: NAVFAC Superseding
UFGS-35 59 13.14 20 (April 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 35 59 13.14 20
POLYMERIC FENDER PILES
08/08
NOTE: This guide specification covers the requirements for polymeric fender
piling. These fender piling are typically used for secondary fender systems.
Comments and suggestions on this guide specification are welcome and should
be directed to the technical proponent of the specification. A listing of technical
proponents, including their organization designation and telephone number, is
on the Internet.
Recommended changes to a UFGS should be submitted as a Criteria Change Request
(CCR).
Use of electronic communication is encouraged.
Brackets are used in the text to indicate designer choices or locations where
text must be supplied by the designer.
NOTE: The extent and location of the work to be accomplished should be indicated
on the project drawings or included in the project specification.
NOTE: The following information shall be shown on the drawings:
1. Locations of the fender piles. (If more than one type of fender is used,
the location of each type should be indicated)
2. Fender design loads.
3. Size, shape, and length of piles.
4. Connection details.
5. Length of polymeric pile protection. (The camels, seperators or watercraft
should bear on the protective layer throughout the entire tidal range.
6. Soil data, where available.
7. Embedment depth. (The piles are typically designed as pinned/pinned, therefore
the bottom of the piles should have lateral restraint but not fixity.
PART 1 GENERAL
1.1 REFERENCES
NOTE: This paragraph is used to list the publications cited in the text of
the guide specification. The publications are referred to in the text by basic
designation only and listed in this paragraph by organization, designation,
date, and title.
Use the Reference Wizard's Check Reference feature when you add a RID outside
of the Section's Reference Article to automatically place the reference in the
Reference Article. Do not use the Reference Wizard's Check Reference feature
to update the issue dates, as this document is specific to the standards listed.
This guide specification will be updated when the standards are updated.
References not used in the text will automatically be deleted from this section
of the project specification when you choose to reconcile references in the
publish print process.
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.
[ACI INTERNATIONAL (ACI)ACI 211.1(1991; R 2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass ConcreteACI 318/318R(2008; Errata 2008) Building Code Requirements for Structural Concrete and CommentaryACI 318M(2008) Metric Building Code Requirements for Structural Concrete and Commentary][ASTM INTERNATIONAL (ASTM)ASTM D 1599(2005) Resistance to Short-Time Hydraulic Failure Pressure of Plastic Pipe, Tubing, and FittingsASTM D 2240(2005) Standard Test Method for Rubber Property - Durometer HardnessASTM D 2310(2006) Machine-Made "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-Resin) PipeASTM D 2996(2001; R 2007e1) Filament-Wound "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-Resin) PipeASTM D 4060(2007) Abrasion Resistance of Organic Coatings by the Taber AbraserASTM D 4329(2005) Standard Practice for Fluorescent UV Exposure of PlasticsASTM D 570(1998; R 2005) Standard Test Method for Water Absorption of PlasticsASTM D 6109(2005) Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastic Lumber and Related ProductsASTM D 638(2008) Standard Test Method for Tensile Properties of PlasticsASTM D 6662(2007) Standard Specification for Polyolefin-Based Plastic Lumber Decking BoardsASTM D 695(2008) Standard Test Method for Compressive Properties of Rigid PlasticsASTM D 746(2007) Standard Test Method for Brittleness Temperature of Plastics and Elastomers by ImpactASTM D 792(2008) Density and Specific Gravity (Relative Density) of Plastics by DisplacementASTM D 883(2008) Terminology Relating to PlasticsASTM E 84(2008a) Standard Test Method for Surface Burning Characteristics of Building Materials]1.2 Glossary
See ASTM D 883 for standard terminology related to plastics.
Extrusion - A manufacturing process where molten polymer is forced through a die of a desired shape, to encapsulate
fiberglass reinforced plastic or steel bars, which run continuously throughout the length of the product without
joints.
FRP - Fiber reinforced polymer. A polymer matrix, either thermoset or thermoplastic, reinforced with a fiber
or other material with a sufficient aspect ratio (length to thickness) to provide a discernable reinforcing function
in one or more directions.
GFRP - Glass fiber reinforced plastic. A composite made from fiberglass reinforcement in a plastic (polymer)
matrix.
Polymer - Any of numerous natural and synthetic compounds of usually high molecular weight consisting of up to
millions of repeated linked units, each a relatively light and simple molecule.
Polymeric Pile - Piling products characterized by the use of polymers, where by (1) the pile strength or stiffness
requires the inclusion of the polymer or (2) a minimum of 50% of the weight or volume is derived from the polymer.
Polymeric piles may be reinforced by composite design for increased stiffness or strength.
Pultrusion - A continuous process for manufacturing composites that have a cross sectional shape. The process
consists of pulling a fiber reinforcing material through a resin impregnation bath and through a shaping die,
where the resin is subsequently cured.
Resin - Any of numerous physically similar polymerized synthetics or chemically modified natural resins. Two
main types of polymers used for resins include thermoset and thermoplastic materials.
Thermoset Plastics (thermosets) - Refer to a range of polymer materials that once cured do not flow, or melt
when heated. Thermoset materials are transformed, through the addition of energy, to a stronger substance. Thermoset
materials are usually liquid or malleable prior to curing, and designed to be molded into their final form, or
used as adhesive. Thermoset polymer resins can be transformed into plastics or rubbers by cross-linking. A thermoset
material cannot be melted and re-molded after it is cured. Thermoset materials are generally stronger than thermoplastic
materials. They are also better suited to high temperature applications. They are not easily recyclable like
thermoplastics, which can be melted and re-molded. Examples of thermoset plastics include: natural rubber,
Bakelite, Urea-Formaldehyde, Melamine, Polyester Resin, and Epoxy Resin.
Thermoplastics - Most thermoplastics are high molecular weight polymer chains, mostly joined through weak dispersion
forces and more rarely dipole-dipole interactions. Thermoplastic polymers are usually contrasted with thermosetting
polymers, which cannot go through melt/freeze cycles. Many thermoplastic materials are addition polymers (chain
growth polymers), such as polyethylene and polypropylene.
1.3 SUBMITTALS
NOTE: Review submittal description (SD) definitions in Section 01 33 00 SUBMITTAL
PROCEDURES and edit the following list to reflect only the submittals required
for the project. Submittals should be kept to the minimum required for adequate
quality control.
A “G” following a submittal item indicates that the submittal requires Government
approval. Some submittals are already marked with a “G”. Only delete an existing
“G” if the submittal item is not complex and can be reviewed through the Contractor’s
Quality Control system. Only add a “G” if the submittal is sufficiently important
or complex in context of the project.
For submittals requiring Government approval on Army projects, a code of up
to three characters within the submittal tags may be used following the "G"
designation to indicate the approving authority. Codes for Army projects using
the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO"
for District Office (Engineering Division or other organization in the District
Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project
Office. Codes following the "G" typically are not used for Navy, Air Force,
and NASA projects.
Choose the first bracketed item for Navy, Air Force and NASA projects, or choose
the second bracketed item for Army projects.
Government approval is required for submittals with a "G" designation; submittals not having a "G" designation
are for [Contractor Quality Control approval.] [information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the Government.] The following shall be
submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-02, Shop Drawings
Polymeric piles G
SD-03, Product Data
Polymeric piles G
Include dimensions, material specifications, and method of manufacture.
Pile driving equipment G
Driving helmet G
Pile caps G
Pile driving tips G
Driving pads G
Pile tops G
Manufacturer's Warranty G
Contractor's Warranty G
SD-05 Design Data
Polymeric piles G
Design calculations G
Concrete mix design G
SD-06, Test Reports
Material Test Reports G
Performance Test Data G
Delivery inspection list
Field inspect and submit a verification list of each pile indicating the condition of the polymeric.
Do not incorporate materials damaged in transport from plant to site.
SD-07, Certificates
Driving hammer G
Polymeric piles G
SD-11, Closeout Submittals
Pile records
Submit the close out version of the pile driving records in a type written format within 14
calendar days after completion of driving.
1.4 DELIVERY, STORAGE, AND HANDLING
The Contractor shall inspect each pile, upon delivery, for surface damage, cracks, blemishes, scaring and straightness.
The condition of each pile shall be recorded and the delivery inspection list shall be submitted to the Contracting
Officer. The Contractor shall handle the piles with ropes or nylon slings without dropping, breaking, bruising
or penetrating outer surface with tools. Do not use cant dogs, peaveys, hooks or pikepoles. Protect piles from
damage. Store piles above the ground on blocking which is shaped or padded and prevent scaring or sagging of
the piles. Storage racks shall be arranged to permit air circulation and shall be covered.
1.5 BASIS OF BIDS
1.5.1 Fender Piles
Base bids on the number, circumference, and length of piles as indicated. Should the total number of piles vary
from that specified as the basis for bidding, the Contract price will be adjusted in accordance with Contract
Clause entitled "Changes". Adjustment in Contract price will not be made for cutting off piles, for any portion
of a pile remaining above the cutoff elevation, or for broken, damaged or rejected piles.
PART 2 PRODUCTS
2.1 PILE CLASSIFICATION
1. Type 1 - Polymeric only
NOTE: Non-composite plastic piles are not commonly used for fender pile applications.
2. Type 2 - Polymeric with reinforcement in the form of chopped, milled or continuous fiber
or mineral
NOTE: Non-composite fiberglass pile are not commonly used for fender pile applications.
3. Type 3 - Polymeric with reinforcement in the form of metallic bars, or cages, or shapes
NOTE: The most common Type 3 fender piles are plastic piles with steel reinforcing.
4. Type 4 - Polymeric with reinforcement in the form of non-metallic bars or cages
NOTE: The most common Type 4 fender piles are plastic piles with fiberglass
reinforcing.
5. Type 5 - Polymeric composite tube with a concrete core
NOTE: The most common Type 5 fender piles are fiberglass tubes with concrete
fill.
6. Type 6 - Any other polymeric piling meeting the requirements of this specification and not
otherwise described above
NOTE: The Type 6 fender pile section provides for new types of polymeric pilings.
2.2 POLYMERIC PILES
Provide polymeric piles manufactured as specified. All polymeric fender piles of a particular type shall be
the product of a single manufacturer. Each pile shall be permanently tagged with the pile's serial number, date
of fabrication and manufacturer's name. The stamp or tag shall be placed two to four feet from the top of the
pile and shall be visible after installation. The tags shall not be placed on the outer face (berthing side)
of the pile. Piles shall be in one piece. Splices will not be permitted, unless approved by the Contracting
Officer. Provide pile driving tips, when required, per Manufacturer's recommendations. All polymeric fender
piles shall be delivered to the job site complete and ready to drive. Pile diameter shall be as indicated.
2.3 PERFORMANCE REQUIREMENTS
NOTE to Designer: Polymeric piles are not recommended for the replacement of
single piles when the polymeric pile stiffness is different than that of the
pile being replaced. When this occur, the less stiff pile will not carry its
share of the berthing load. As an example, polymeric piles will usually be
more flexible than timber piles, in which case the timber piles adjacent to
the polymeric piles will take increased loads, which may cause the piles to
fail. Therefore, single or limited replacement of the timber piles are not
recommended. Transverse misalignment of the piles can also cause individual
piles to fail, and precautions to minimize this occurrence should to be taken.
The cross-sectional dimensions of piles shall be determined on the basis of the ability to perform satisfactorily
under the physical loading and environmental conditions imposed and to effectively perform the energy absorption
properties desired. The Contractor shall submit the Performance Test Data and or Design Calculations to substantiate
the performance.
2.4 PERFORMANCE CHARACTERISTICS
NOTE: The designer shall select the appropriate pile types and fill in the
required performance characteristics for each pile.
Each fender pile shall have the following performance characteristics:
OPERATIONAL CONDITIONS
DESIGN ALLOWABLE
MINIMUM FLEXURAL FLEXURAL
PILE ENERGY ELASTIC STIFFNESS STRENGTH
TYPE ABSORPTION DEFLECTION (EI) (Ma)
(ft-kips) (inches) (lb-in2) (lb-in)
[1] [_____] [_____] [_____] [_____]
[2] [_____] [_____] [_____] [_____]
[3] [_____] [_____] [_____] [_____]
[4] [_____] [_____] [_____] [_____]
[5] [_____] [_____] [_____] [_____]
[6] [_____] [_____] [_____] [_____]
OPERATIONAL CONDITIONS
DESIGN ALLOWABLE
MINIMUM FLEXURAL FLEXURAL
PILE ENERGY ELASTIC STIFFNESS STRENGTH
TYPE ABSORPTION DEFLECTION (EI) (Ma)
(kN-m) (mm) (N-mm2) (N-mm)
[1] [_____] [_____] [_____] [_____]
[2] [_____] [_____] [_____] [_____]
[3] [_____] [_____] [_____] [_____]
[4] [_____] [_____] [_____] [_____]
[5] [_____] [_____] [_____] [_____]
[6] [_____] [_____] [_____] [_____]
2.4.1 Flexural Strength
Test Procedures shall be per ASTM D 6109 except as modified herein:
Specimens Tested
A minimum sample size of five specimens shall be tested to determine the flexural properties
of the fender pile type.
Allowable Flexural Strength
The Allowable Flexural Strength (Ma) of the pile is given as the Nominal Flexural Strength Mn,
divided by the General Adjustment Factor, Ga. The Nominal Flexural Strength, Mn, of the pile
is product of the mean value minus one standard deviation at 3 percent strain (Fb @ 3%strain)
and the section modulus S, of the pile. The General Adjustment Factor, Ga, which accounts for
end use and the duration of the tests, is given as 3.0.
Ma=Mn/Ga and Mn=(Fb @ 3%strain) x S
Laterally-loaded piles shall be cycled five times to the lesser of 1.0 percent strain or 30 percent of
failure.
2.4.2 Flexural Stiffness
The Design Flexural Stiffness, (EI) of the pile is the product of the Modulus of Elasticity (E) of the pile and
the Moment of Inertia (I)of the gross section of the pile. The Modulus of Elasticity (E), is the average value
of the Chord Modulus at 1% strain determined in accordance with ASTM D 6109. A factor of safety of 2 shall be
used for flexure.
2.5 SIZE TOLERANCES
2.5.1 Circular Piles
The tolerance against the specified diameter shall be plus or minus 3 percent. The maximum eccentricity (out
of roundness)at any cross-section is e=0.2 when calculated as follows:
e=(square root of (a2-b2)) divided by a; where 2a = major diameter and 2b = minor diameter.
2.5.2 Square Piles
The dimensions shall not vary from the specified dimension by more than 3 percent. The squareness of the piles
shall not be greater than 3 percent when calculated as follows: the percentage shall be determined by measuring
the opposing diagonals and using the larger diameter as the numerator and the smaller diagonal as the denominator.
2.6 MATERIALS
2.6.1 Physical Properties
NOTE: The designer shall select the appropriate pile types and fill in the
required physical properties for each pile. Properties which do not apply to
a particular pile type may be deleted or indicated as n/a.
The physical properties for each type of material shall be as follows: The Contractor shall submit Material
Test Reports, as applicable, for each type of material.
Physical Properties of Polymeric Material
Property Type 1 Types 2,3 & 4 Type 5 Type 6
Density 34-50 core 34-50 core 140 min. [_____]
ASTM D 792 50-65 skin 50-65 skin
lb/ft3
Water < 3% < 3% < 3% [_____]
Absorption
ASTM D 570
at 24 hours
Brittleness No Break No Break No Break [_____]
ASTM D 746
at -400F
Hardness 45-55 45-55 [_____] [_____]
ASTM D 2240
Shore D
Ultraviolet <or= 10% <or= 10% [_____] [_____]
ASTM D 4329
Change in
Shore D
Durometer
Hardness after
500 hours
Exposure
Weatherability <or= 10% <or= 10% <or= 10 [_____]
ASTM D 6662
Change in
Flexural
Modulus and
Strength
after
2000 hours
Exposure
Flame Spread <or= 200 <or= 200 <or= 200 [_____]
Rating
ASTM E 84
Abrasion <0.5g <0.5g n/a [_____]
ASTM D 4060
Weight loss
Wear Index:
2.5-3.0
Cycles:
10,000
Compressive 3,500 40,000 50,000 [_____]
Modulus
ASTM D 695
psi, minimum
Tensile 500 500 60,000 [_____]
Properties
ASTM D 638
psi, minimum
Tensile Strength [_____] [_____] 35,000 [_____]
Circumferential
ASTM D 1599
psi, minimum
Fiber Percent n/a [_____] 50 [_____]
by Volume
minimum
Fiber Percent n/a [_____] 68 [_____]
by Weight
minimum
Laminate Void n/a n/a -2 [_____]
Content
percent
Physical Properties of Polymeric Material
Property Type 1 Types 2,3 & 4 Type 5 Type 6
Density 540-800 core 540-800 core 2,200 min. [_____]
ASTM D 792 800-1050 skin 800-1050 skin
kg/m3
Water < 3% < 3% < 3% [_____]
Absorption
ASTM D 570
at 24 hours
Brittleness No Break No Break No Break [_____]
ASTM D 746
at -400C
Hardness 45-55 45-55 [_____] [_____]
ASTM D 2240
Shore D
Ultraviolet <or= 10% <or= 10% [_____] [_____]
ASTM D 4329
Change in
Shore D
Durometer
Hardness after
500 hours
Exposure
Weatherability <or= 10% <or= 10% <or= 10 [_____]
ASTM D 6662
Change in
Flexural
Modulus and
Strength
after
2000 hours
Exposure
Flame Spread <or= 200 <or= 200 <or= 200 [_____]
Rating ASTM E 84
Abrasion <0.5g <0.5g n/a [_____]
ASTM D 4060
Weight loss
Wear Index:
2.5-3.0
Cycles:
10,000
Compressive 24,000 275,000 340,000 [_____]
Modulus
ASTM D 695
kPa, minimum
Tensile 3,450 3,450 410,000 [_____]
Properties
ASTM D 638
kPa, minimum
Tensile Strength [_____] [_____] 240,000 [_____]
Circumferential
ASTM D 1599
kPa, minimum
Flexural [_____] [_____] [_____] [_____]
Properties
ASTM D 6109, except as modified herein
psi, minimum
Fiber Percent [_____] [_____] 50 [_____]
by Volume
minimum
Fiber Percent [_____] [_____] 68 [_____]
by Weight
minimum
Laminate Void [_____] [_____] -2 [_____]
Content
percent
2.6.2 Type 2 and 3 Polymeric Piles
2.6.2.1 Placement of Reinforcing
Longitudinal reinforcement shall remain within 5 percent of the specified radial location as measured from centroid
of the cross-section of the pile. Longitudinal reinforcement shall not twist more than 5 degrees over any 20
foot6.1 m section of the pile. The minimum cover shall be 1 inch25 mm.
2.6.3 Type 5 Polymeric Piles
2.6.3.1 Polymeric Composite Tube
The polymeric composite pile shall be comprised of material which provides the tube strength. The polymeric
material shall be "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-Resin). The tube shall be manufactured
in accordance with ASTM D 2996 and ASTM D 2310.
2.6.3.2 Outer Surface
The outer surface is to provide a protective barrier as well as wear and impact resistance and shall be comprised
of a suitable, high impact, marine grade coating. It shall provide an ultraviolet and chemical resistant barrier
of at least 0.03 inch0.75 mm thickness and be of a black opaque color.
2.6.3.3 Inner Surface
The inner surface shall be comprised of a pure polymeric liner layer of at least 0.025 inch0.64 mm thickness
for alkalinity resistance. The inner surface shall be roughened or wrinkled to provide adhesion of the inner
shell to the concrete fill.
2.6.3.4 Concrete Fill
The concrete fill shall be secured and engaged within the polymeric composite tube and act compositely. The
concrete fill shall have a minimum 28-day compressive strength of 6,000 psi41.4 MPa. Core concrete shall be
expansive in nature and must set to a permanent positive stress, with a minimum outward expansion of 20 psi0.14
MPa. Submit a concrete mix design certifying that the proportioning of the mix is in accordance with ACI 211.1
or ACI 318MACI 318/318R for specified strength and is based upon aggregate data which has been determined by
laboratory tests during the last twelve months. All material to be provided by an approved batch plant.
2.7 PILE FINISHING
2.7.1 Polymeric Pile Protection
The top of the polymeric piles shall have an abrasion resistance less than 0.5g per ASTM D 4060. If the materials
are reactive to seawater, the pile shall be protected by encasement in an abrasion resistant polymer. [The protective
encasement shall extend, as a minimum, from 2 feet0.6 m below the lowest low water to 2 feet0.6 m above the highest
high water, unless indicated otherwise.]
NOTE: For barges or other flat sided vessels and for systems supporting deep
draft seperators, the length of protection may need to be increased. For barges,
the contact surface may be near the deck level if there is a rail, or if the
piles are sloped the contact area may be near the bottom of the hull. For deep
draft seperators, the contact areas will be at the upper and lower rub strips.
2.7.2 Surface Condition
The pile surface exhibiting roughness or corrugations due to manufacturing processes, shall not have depressions
or projections greater than 1/2 inch 12 mm and less than 9 in25,800 mm2 in surface area. The surface of the
pile shall contain no cracks or splits, in any orientation.
2.7.3 Pile Tops
The tops of the polymeric piles shall be covered with an approved cap or encapsulated in polymeric material.
2.7.3.1 Pile Top Caps
The caps shall be made of a polyethylene material, have a thickness of approximately 0.125 inches3 mm and be
colored to match the pile. The caps shall be secured in place with 1/4" diameter by 1 1/2 inch6 mm diameter
by 38mm long stainless steel screws spaced a maximum of 8 inches200 mm on center, The screws shall be centered
in the ribbon band of the cap. The screw types shall be appropriate for the matrix material and be placed in
pilot holes.
2.8 SOURCE QUALITY CONTROL
2.8.1 Plant Inspection
The Contracting Officer reserves the right to perform plant inspection of the polymeric pile manufacturing process.
Provide the Contracting Officer with a minimum 2-week advance notice, indicating the date manufacturing is to
start, and tests that are to be conducted. Allow the Contracting Officer unlimited access to the plant and inspection
privileges for each facet of the manufacturing process.
2.8.2 Curing
2.8.2.1 Type 1, 2, 3 and 4 Polymeric Piles
The polymeric piles, Types 1, 2, 3 and 4 shall cure at the plant a minimum of three weeks prior to shipment to
the site.
2.8.2.2 Type 5 Polymeric Piles
Concrete filled piles shall be filled with concrete prior to driving. Support the pile to prevent sag during
concrete placement and curing. The Type 5 polymeric piles shall cure a minimum of one week prior to placement
of the concrete fill. Piles shall be moved to curing table within 20 minutes of wet concrete placement. Do
not handle or transport piles for seven days or until concrete has reached 2,500 psi17 MPa strength. Drive piles
after full strength has been obtained or after 28 days of curing.
2.9 MANUFACTURER'S WARRANTY
In addition to the Manufacturer's standard one year warranty, the Manufacturer shall warranty all polymeric piles
to be free from defects in materials and workmanship for a period of ten years. The Contracting Officer has
the right to require complete replacement of any pile with material or workmanship defects. The Manufacturer
shall cover all construction costs related to the repair or replacement of the defective piles. This warranty
need not cover repairs required as a result of normal wear and tear, misuse, mishandling, extreme weather or
other acts of God, failure to perform routine maintenance, non-recommended or improperly executed alterations
by anyone other than the Manufacturer, tampering, loading of the pile beyond its rated capacity, improper installation,
or other use inconsistent with Manufacturer's specifications.
2.10 CONTRACTOR'S WARRANTY
The Contractor shall warranty all polymeric piles to be free from defects in materials caused by mishandling
prior to installation and improper installation for a period of 5 years. The Contracting Officer has the right
to require complete replacement of any pile deemed by the Contracting Officer to have defects due to mishandling
or improper installation. The Contractor shall cover all construction costs related to the repair or replacement
of the defective piles.
PART 3 EXECUTION
3.1 INSTALLATION
3.1.1 Type 5 Polymeric Piles
3.1.1.1 On Site Storage
Piles shall be stored and continually supported in a manner which minimizes creep, saddling and sag.
3.1.2 Preexcavation
3.1.2.1 Jetting of Piles
Jetting of piles shall not be permitted without the approval of the Contracting Officer.
3.1.2.2 Spudding of Piles
Spudding of piles shall not be permitted without the approval of the Contracting Officer. If spudding is allowed,
it shall be limited to an elevation 5 feet above the specified pile tip elevation.
3.1.2.3 Predrilling of Piles
Predrilling of piles shall not be permitted without the approval of the Contracting Officer.
3.1.3 Driving Piles
3.1.3.1 Equipment
Pile driving equipment shall be an air, steam, or diesel powered hammer, and be of an approved type. The driving
hammer shall have a capacity at least equal to the hammer Manufacturer's recommendation for the total weight
of pile and character of subsurface material to be encountered. Provide driving helmet, pile caps, pile driving
tips and driving pads as recommended by the pile Manufacturer for the polymeric piles. If a pile fails to reach
the indicated tip elevation, notify Contracting Officer, provide pile record and perform corrective measures
as directed. Provide hearing protection when noise levels exceed 140 dB.
3.1.3.2 Protection of Piles
Square the heads and tips of piles to the driving axis. Laterally support piles during driving, but do not unduly
restrain piles from rotation in the leads. The use of swinging or hanging leads shall be at Contractor's risk.
Any damage incurred by such use shall be repaired by the Contractor at the Contractor's expense.
3.1.3.3 Tolerances in Driving
Piles shall be driven in the locations indicated. Each fender pile, at its contact with the design mudline or
mudline elevation indicated in the construction documents, shall be placed a maximum of 0.5 inch per foot40 mm
per meter of free pile length (length in feetmeters above the average soil contact line at each pile)in a direction
parallel to the pier face and 0.125 inch per foot10 mm per meter of the free pile length in a direction perpendicular
to the pier face. Remove and replace with new piles those damaged, mislocated, driven below the design cutoff,
or driven out of alignment.
3.1.4 Buoyant Piles
After driving buoyant piles, the contractor shall provide temporary framing or weights to prevent the pile from
floating up out of the ground. The temporary framing or weights shall remain in place until the pile is secured
in place. If there is sufficient friction provided by the soil to prevent the pile from floating, the Contractor
may, at his own risk, waive the temporary framing or weight requirement.
3.1.5 Pile Cut-Off
Each polymeric pile provided shall be a minimum of 2 feet0.6 meter longer than the specified length to allow
the top to be cut-off if it is damaged during driving. Cut off piles with a smooth level cut using pneumatic
tools, sawing, or other suitable methods per the polymeric pile Manufacturer's recommendations. Use of explosives
for cutting is not permitted. Pile heads at cut-off shall be level and sound. The Contractor shall cut off
piles at no additional cost to the Government.
3.1.6 Fastening
Fasten the polymeric piles to the existing pier as indicated.
3.2 FIELD TREATMENT
3.2.1 Polymeric Work
Field treat cuts, bevels, notches, refacing and abrasions made in the field in accordance with the Manufacturer's
recommendations. The tops of the piles shall be covered with an approved cap. The cover shall be applied per
the Manufacturer's recommendations.
3.3 FIELD QUALITY CONTROL
3.3.1 Inspections
Inspect piles when delivered and when in the leads immediately before driving. Secure piles in their proper
alignment.
When Government inspections result in product rejection, the Contractor shall promptly segregate and remove rejected
material from the premises. The Government may also charge the Contractor an additional cost of inspection or
testing when prior rejection makes reinspection or retesting necessary.
3.3.1.1 Straightness
Each pile shall be measured for straightness prior to driving by placing a straight line from the center of the
top to the center of the tip. The line shall lie entirely within a 10 inch250 mm diameter circle centered at
the centerline of the pile, when it is suspended from the head. The piles shall also be free of short crooks
that deviate more than 2½ inch64 mm from straightness in any 20 feet6 meter length. Piles not meeting with criteria
shall be rejected.
3.3.1.2 Cracks and Defects
Each pile shall be inspected for cracks and defects prior to driving. After the piles are installed and all
connections to the structure are completed, each pile shall again be inspected for cracks and defects. The Contractor
shall notify the Contracting Officer of any cracking or other defects observed, and await direction. The Contracting
Officer may reject any piles with defects. The Contractor shall be responsible for all costs incurred to replace
the rejected piles.
3.3.2 Pile Driving Inspection
The Contractor shall perform special inspection of the pile installation. The Contractor shall employ approved
Special Inspectors as required in the paragraph entitled "QC Specialist Duties and Qualifications" in Section
01 45 02, NAVFAC QUALITY CONTROL.
3.3.3 Pile Records
For each pile, keep a record of the number of blows required for each 0.30 m foot of penetration and the number
of blows for the last 150 mm 6 inch penetration or fraction thereof. Include in the record the beginning and
ending times of each operation during driving of pile, type and size of the hammer used, rate of operation, stroke
or equivalent stroke for diesel hammer, type of driving helmet, and type and dimension of the hammer cushion
(capblock) and pile cushion used. Record re-tap data and any unusual occurrence during driving of the pile.
Include in the record performance characteristics of jet pump, unassisted penetration of pile, jet-assisted penetration
of pile, and tip elevation before driving and at end of driving. Notify Contracting Officer 10 days prior to
driving of piles. Submit complete and accurate records of installed piles to Contracting Officer within 15 calendar
days after completion of the pile driving. Make pile-driving records available to the Contracting Officer at
the job site within 24 hours of each day's pile driving. A preprinted form for recording pile driving data is
included at the end of this section.
PILE DRIVING LOG
CONTRACT NO.________________________ CONTRACT NAME_______________________
CONTRACTOR_____________________________ TYPE OF PILE_____________________
PILE LOCATION_____________ PILE SIZE: BUTT/TIP: ________ LENGTH_________
GROUND ELEVATION_________________________ CUT OFF ELEVATION______________
PILE TIP ELEVATION_________________ VERTICAL (_____) BATTER 1 ON (_____)
SPLICES ELEVATION____________________ COMPANY____________________________
HAMMER: MAKE & MODEL_________________ WT. RAM______________________
STROKE______________________ RAM RATED ENERGY__________________________
DESCRIPTION & DIMENSIONS OF DRIVING CAP_________________________________
CUSHION MATERIALS & THICKNESS___________________________________________
INSPECTOR_________________________________________________________________
"DEPTH" COLUMN OF PILE DRIVING RECORD REFERENCED TO MUDLINE ELEVATION
TIME: START DRIVING_______ FINISH DRIVING________ DRIVING TIME_________
INTERRUPTIONS (TIME, TIP ELEV. & REASON)__________________________________
JET PRESSURE & ELEVATIONS_________________________________________________
DRIVING RESISTANCE
____________________________________________________________________
DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF
M BLOWS M BLOWS M BLOWS M BLOWS
0 _____ 3.0 _____ 7.0 _____ 10.0 _____
0.3 _____ 3.3 _____ 7.3 _____ 10.3 _____
0.6 _____ 3.6 _____ 7.6 _____ 10.6 _____
0.9 _____ 3.9 _____ 7.9 _____ 10.9 _____
1.2 _____ 4.2 _____ 8.2 _____ 11.2 _____
1.5 _____ 4.5 _____ 8.5 _____ 11.5 _____
1.8 _____ 4.8 _____ 8.8 _____ 11.8 _____
2.1 _____ 5.1 _____ 9.1 _____ 12.1 _____
2.4 _____ 5.4 _____ 9.4 _____ 12.4 _____
2.7 _____ 5.7 _____ 9.7 _____ 12.7 _____
REMARKS___________________________________________________________________
__________________________________________________________________________
__________________________________________________________________________
__________________________________________________________________________
PILE TOP ELEVATION: FROM DRAWING ________________
TIP ELEVATION = GROUND ELEVATION - DRIVEN DEPTH = ________________
DRIVEN LENGTH = PILE TOP ELEVATION - TIP ELEVATION = ________________
CUT OFF LENGTH = PILE LENGTH - DRIVEN LENGTH = ________________
PILE DRIVING LOG
CONTRACT NO.________________________ CONTRACT NAME_______________________
CONTRACTOR_____________________________ TYPE OF PILE_____________________
PILE LOCATION_____________ PILE SIZE: BUTT/TIP: ________ LENGTH_________
GROUND ELEVATION_________________________ PILE TOP ELEVATION______________
PILE TIP ELEVATION_________________ COMPANY_____________________________
HAMMER: MAKE & MODEL_________________ WT. RAM______________________
STROKE______________________ RAM RATED ENERGY____________________________
DESCRIPTION & DIMENSIONS OF DRIVING CAP___________________________________
CUSHION MATERIALS & THICKNESS_____________________________________________
INSPECTOR_________________________________________________________________
"DEPTH" COLUMN OF PILE DRIVING RECORD REFERENCED TO MUDLINE ELEVATION
TIME: START DRIVING_______ FINISH DRIVING________ DRIVING TIME_________
INTERRUPTIONS (TIME, TIP ELEV. & REASON)__________________________________
JET PRESSURE & ELEVATIONS_________________________________________________
DRIVING RESISTANCE
___________________________________________________________________
DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF
FT. BLOWS FT. BLOWS FT. BLOWS FT. BLOWS
0 _____ 10 _____ 20 _____ 30 _____
1 _____ 11 _____ 21 _____ 31 _____
2 _____ 12 _____ 22 _____ 32 _____
3 _____ 13 _____ 23 _____ 33 _____
4 _____ 14 _____ 24 _____ 34 _____
5 _____ 15 _____ 25 _____ 35 _____
6 _____ 16 _____ 26 _____ 36 _____
7 _____ 17 _____ 27 _____ 37 _____
8 _____ 18 _____ 28 _____ 38 _____
9 _____ 19 _____ 29 _____ 39 _____
REMARKS___________________________________________________________________
__________________________________________________________________________
__________________________________________________________________________
__________________________________________________________________________
PILE TOP ELEVATION: FROM DRAWING ________________
TIP ELEVATION = GROUND ELEVATION - DRIVEN DEPTH = ________________
DRIVEN LENGTH = PILE TOP ELEVATION - TIP ELEVATION = ________________
CUT OFF LENGTH = PILE LENGTH - DRIVEN LENGTH = ________________