The work specified in this Section
the installation of
RELATED WORK SPECIFI
Temporary Shoring and Br
Wet Weather Earthwork
This Section references the latest revisions of the following documents:
ASTM A 252
Welded and Seamless Steel Pipe Piles
ASTM D 4945
ain Dynamic Testing of Piles
Geotechnical Engineering Services,
Utility District Headquarters Site Improvements
Submittals shall be in accordance with Section
3.18 of the Genera
Manufacturer or fabricator of steel pipe piling, product data
including proof of certification by Steel Plate Fabricators
Association (SPFA) and recommended installation instructions for
submitted pile hammer.
List of equipment and procedur
e intended to be utilized in pile
driving, noting hammer types and sizes, lead lengths, crane
capacities, and cushions for each pile type.
Order lengths for steel pipe piling.
Mill certifications for steel pipe piling.
Preliminary schedule for pile driv
PDA test work plan, including proposed locations, testing methods
and agency credentials.
PDA test results.
will provide within 14 calendar days of submitting this
Approval to continue
Notification of inadequate eq
Keep complete and accurate as
built records of all piles. Indicate the pile
location, date, diameter, length,
type and size, hammer used, rated
hammer energy pile cushion used,
levation of tip and top of pile
ort immediately to the
any unusual conditions encountered
during pile installation.
Pile installer shall be regularly engaged in the installation of piles similar to
the requirements of this project for at least 5 years. Provide
Design deviations shall provide an installation equivalent to the basic
intent without incurring additional cost to the Owner.
Coordinate work with
Owner regarding maintaining their ongoing
. Coordinate the install
ation of piles with erection of concrete
formwork and placement of form accessories.
ASTM A53, Type E or S Grade B.
PORTLAND CEMENT CONCRETE
Shall comply with Section
The diameter of piles
shall be as specified
rawings. A full
penetration groove weld with a maximum 1/16
inch offset between
welded edges is required.
AWS Code for procedures, appearance, and quality of
welds, and methods used in corre
ng the welding work.
Assemble and weld built
up sections where indicated by methods
which will produce true alignment of axes without warp.
teel pipe piles sh
all be zinc gal
vanized by the “hot
accordance with ASTM
STORAGE AND HANDLING
The Contractor shall store and handle piles in ways that protect them from
STEEL CASINGS AND ST
will reject bent, deformed, or kinked piles that cannot be
straightened without damaging the metal.
PILE TIPS AND SHOES
lower end of each casing shall have a steel driving plate that is thick
enough to keep the casing watertight and free from distortion as it is
PILE DRIVING EQUIPME
Prior to driving any piles, the Contractor shall submi
t to the
approval the details of each proposed pile driving system. The Contractor
erify the equipment can drive piles to the required ultimate driving
resistance without damage or without requiring an excessive number of
blows to achieve
the required tip elevation and capacity before mobilizing
pile driver to site.
Equip pile driver following the Manufacturer’s recommendations.
Complete all foundation excavation before driving piles.
Dewater excavation at least
t below bottom of foundation at all times
during pile foundation operations.
of any conflicts between the designated position of piles
and the locations of existing piles from previous construction, existing
utilities, old foundatio
ns, or other potential conflicts.
designate new pile locations as required.
Drill and install piles from the existing ground surfaces as shown on
. Locate piles where indicated on the Drawings.
imum permissible variation of the center of each pile from the
required location is 1 inch. No pile shall be out of required axial
alignment by more than 2
Installed piles which are
damaged, mislocated, or out of alignment beyond the maximum
erance specified or which are unsuitable for other reasons shall
be abandoned and replaced with
additional piles placed at no
additional cost to the Owner.
TOLERANCES IN DRIVING
Maximum permissible tolerance in driving shall be as
Deviation from plumb shall not be more than 1/8 inch
per foot of pile length.
Deviation from indicated batter shall not be more (or
less) than 1/4 inch per foot of pile length in the
direction of batter.
The top centerl
ine of sheet piling shall be within
inches of the plan location shown on the Drawings.
The tops of all other piling shall be within 4 inches of
the indicated plan location.
Pulling, pushing, or manipulation of piles to force them into
position will not
be permitted. Any piling that deviate more
than the limits specified may be rejected by the Engineer.
Rejected piles will not be paid for by the Port. At no
additional cost to the Port, rejected piles shall be removed
and redriven, or cut off below the
mudline, and a new pile
shall be driven in a location determined by the Engineer.
Design and construction costs resulting from rejected piling,
including modifications to pile caps or bulkheads, shall be
borne by the Contractor.
All pipe splic
es shall be made with standard couplers.
pipe joints shall not be allowed.
The criterion for driving refusal is defined as the minimum amount
of time (in seconds) required to achieve
inch penetration, and it
aries with t
he size of hammer used for pile driving. The following
is a summary of driving refusal criteria for different hammer sizes
that are commonly use
d for nominal 6
inch pipe piles.
Summary of Commonly
Accepted Driving Criteria for a 6
with a 15
Allowable Axial Compression Load
Please note that these refusal criteria were established empirically
based on previous load tests. Cont
ractors may select a different
hammer for driving these piles, and propose a different driving
criterion. It is the Contractor’s responsibility to demonstrate to the
Owner’s satisfaction that the design load can be achieved based
on the Contractor’s selec
ted equipment and driving criteria.
The required pile length to achieve the driving refusal criteria is expected
to vary along the alignment, largely due to the
variation of peat thickness.
For cost estimating purposes, a pile embedment of
has been used for estimating the pile lengths for the
Project. The actual pile lengths shall be determined in the field based on
actual driving conditions.
CUTTING AND CAPPING
emove all damaged material from the
top of the piles.
eep sides of piles at least 9 inches away from the nearest edge of pile
ut off piles with clean, straight
line cuts to the designated elevation at a
right angle to the pile axis
evel all irregularities before placing concrete
for pile cap
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