SP Ci SS 002
SP Ci SS 002
SP Ci SS 002
1. GENERAL .......................................................................................................................... 2
1.1. Scope........................................................................................................................ 2
1.2. References................................................................................................................. 2
1.3. Terminology.............................................................................................................. 3
1.4. Local Condition......................................................................................................... 3
1.5. Submittals................................................................................................................. 3
2. DESIGN............................................................................................................................... 4
3. PRODUCTS ........................................................................................................................ 4
4. EXECUTION ...................................................................................................................... 5
4.1. Preparation............................................................................................................... 5
4.2. Installation................................................................................................................ 6
4.3. Field Quality Control................................................................................................. 8
1. GENERAL
1.1. Scope
This specification prescribes requirements for steel pipe piles design and construction.
1.2. References
1.2.1. Related Specifications
Work prescribed by this specification is to be coordinated with Work prescribed
in other specifications in this package.
The following specifications prescribe items of related work:
?? SP-CI-GG-002 General Specification for Civil and Structure
?? SP-CI-SS-001 Structural Steel
?? SP-ME-ME-025 Coating and Painting Specification
1.2.2. Code and Standard
The publications listed below form part of this specification to the extent
referenced in this specification. If there is a discrepancy between the references
and the specifications, the specifications shall govern. The latest revisions of
these references and specification shall apply.
1.2.2.1 ACI (American Concrete Institute)
543R Recommendations for Design, Manufacture and Installation of
Concrete Piles
1.2.2.2 AISC (American Institute for Steel Construction)
Steel Construction Manual.
1.2.2.3 ANSI (American National Standards Institute)
Z49.1 Safety in Welding and Cutting
1.2.2.4 ASTM (American Society for Testing and Materials)
a. ASTM A36 Standard Specification for Structural Steel
b. ASTM A252 Standard Specification for Welded and Seamless
Steel Pipe Piles
c. ASTM A570 Standard Specification for Steel, Sheet and Strip,
Carbon, Hot Rolled, Structural Quality
d. ASTM D1143 Standard Method of Testing Piles Under Static Axial
Compressive Load
e. ASTM D1148-81 Piles Under Static Axial Compressive Load.
f. ASTM D3689 Standard Method of Testing Individual Piles Under
Static Axial Tensile Load
g. ASTM D3966 Standard Method of Testing Piles Under Lateral
Loads
1.2.2.5 AWS (American Welding Society)
D1.1 Structural Welding Code
1.3. Terminology
In this specification, the following words and terms shall have the meanings hereby
assigned to them, unless noted otherwise.
1.3.1. COMPANY
Refers to PT. CALTEX PACIFIC INDONESIA, as the ultimate user and owner,
the authorized representative of COMPANY or COMPANY third party
inspection.
1.3.2. CONTRACTOR
Refers to company selected by COMPANY, which may be responsible for the
detailed engineering design, material and equipment procurement, and
construction as specified in Contract, Scope of Work, or Work Order.
1.3.3. Vendor
Refers to the company selected by COMPANY or CONTRACTOR, which is
responsible for the purchase agreement or purchase order of the goods/services
specified in this specification.
Note:
?? For EPC (Engineering, Procurement and Construction) project purposes:
The terminology shall have the meaning as above.
?? For Direct Procurement by COMPANY purposes:
Vendor shall also be responsible as CONTRACTOR.
1.6. Submittals
COMPANY shall witness pile installation and testing activities. The testing and inspections
shall be done by CONTRACTOR to perform field and laboratory testing and soil
evaluation to verify the compliance of the Work with the requirements of this specification
and to ensure the achievement of the intents and purposes of the Work.
2. DESIGN
3. PRODUCTS
3.1. Materials
3.1.1. Steel pipe pile material shall conform to requirements ASTM A252 Grade 2
electric resistance welded with either straight or spiral butt welds. Minimum area
of pile shall be specified to receive the impact energy of 15,000-feet pounds. Size
of the pipe shall be indicated on the design drawing.
3.1.2. Steel pipe pile design shall include corrosion protection. The corrosion allowance
provided shall not be less than 1/16-inch.
3.1.3. Welding electrodes and procedures shall conform to the requirements of AWS
D1.1.
3.1.4. Boot plate or driving shoe plate and closure plate for closed-end pile shall
conform to ASTM A36, and the size and the connection shall be as indicated on
the design drawings.
3.1.5. Reinforcing bar material shall conform to requirement of ASTM A615 grade 60.
3.2. Welding
3.2.1. Safety precautions shall conform to ANSI Z49.1.
3.2.2. Welding shall be in accordance with AWS D1.1.
3.2.3. Only pre-qualified weld joints and pre-qualified joint-welding procedures
conforming to AWS D1.1 shall be used. A maximum of two joint splices per pile
is allowed.
3.2.4. Groove welds shall be complete joint penetration welds.
4. EXECUTION
4.1. Preparation
4.1.1. Underground facilities, if any, shall be provided with sufficient protections and
shall be checked to confirm that they are not adversely affected.
4.1.2. CONTRACTOR shall properly set out the center of each pile position and shall
establish position and level marks by means of triangular and return leveling.
Setting out and marks shall be adequately protected until the Works have been
completed. A survey to determine coordinate/location of driving points shall be
done to ensure conformance with Piling Plan drawings and is subject to
inspection.
4.1.3. In order to obtain the correct position and direction of piles, stable staking and
markers shall be constructed at the Site.
4.1.4. CONTRACTOR shall perform an independent general check, and each pile
location coordinate shall be confirmed before driving. Different marking types
shall be applied to driving points to show different type of piles to be driven by
diameter and length.
4.1.5. Excavate as necessary to provide a working surface for the pile driving
equipment at or near the pile cut-off elevation. Dewater as necessary to keep the
work area sufficiently dry to perform pile installations. The number of excavation
required before pile driving may be increased if under ground facilities is
suspected in the line.
4.1.6. A hammer base or cushion block shall be provided and shall be replaced
periodically. Plywood 10 mm. thick or hard wooden mat may be used for
cushion.
4.1.7. Pile leader shall be adjusted to ensure vertically of pile. Vertically of pile shall be
determined by optical method by means of 2 (two) units Theodolite that
positioned at right angles.
4.1.8. All pile shall be marked at 12 inch or 30 cm. increments (center to center
distance between marks). Pile marks shall be labeled at each 5 feet or 1.5 meter
above pile tip i.e. 5 feet, 10 feet, 15 feet (1.5 m, 3 m, 4.5 m), and so on.
4.2. Installation
4.2.1. Driving
4.2.1.1 Hammers shall be selected based on soil stratigraphy and by the type
and size of pile specified. Hammer shall be capable of performing the
required work without causing damage to the piles being driven. Use
only one specific model of pile driving hammer for driving all piles.
The minimum rated energy of pile driver shall be 15,000-feet pounds.
Double-acting hammers shall be operated at full rated speed, pressure,
and stroke as specified by the manufacturer. Drop and vibratory
hammers shall not be used without the prior approval by COMPANY.
4.2.1.2 Fixed lead shall be provided to enable the hammer to deliver impacts
concentrically and in alignment with the pile's longitudinal axis
without inducing rocking movements in the pipe. Leads shall be
sufficient lengths to accommodate the combined length of pile and
hammer. The use of swinging or spud type leads is not permitted.
4.2.1.3 Caps, anvils or cushions shall be used as necessary with COMPANYs
approval to prevent excessive damage to pile. Caps shall be of cast
steel whose inside diameter shall be slightly larger than the outside
diameter of pile. Cushion shall be of hard wood, such as oak and ply
wood, and used between the cap and the pile head.
4.2.1.4 The pile driving shall be started with necessary precautions for
shifting or lifting and shall be driven by a full-specified energy after
confirmation of pile alignment.
4.2.1.5 Followers, jetting and pre-load pilot holes shall not be permitted
without the written permission of COMPANY.
4.2.1.6 The minimum pile penetration to accommodate liquefaction during
earthquake shall be established by geotechnical consultant and
approved by COMPANY.
4.2.1.7 Drive each pile continuously and without interruptions either to
refusal or until the required depth of penetration and driving resistance
has been attained. Contact COMPANY immediately when driving is
interrupted or driving resistance has been attained before the pile
reaches design final penetration. The foundation design shall be re-
reviewed and additional piles shall be provided if necessary.
4.2.1.8 Piles not attaining the required penetration resistance (designed
blows/feet) for three consecutive series of blows at the required tip
elevation shall be driven further until attaining the required
4.2.2. Redriving
4.2.2.1 Heaved checks shall be made on selected piles as directed by
COMPANY's Representative.
4.2.2.2 Heaved piles shall be redriven to their original capacity if heave
measurement is greater than -inch.
?? Abandoning the defective pile in place and driving one or more new
adjacent piles, with a minimum distance of 3 times diameter of pile
from the abandoned pile, to ensure pile required capacity.
4.3.4.4 Holes resulting from removal of defective piles shall be filled with
compacted sand.
4.3.4.5 Cut off rejected piles that are left in the ground at the proper elevation
and fill with concrete.