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CHANGE RECORD PAGE
REVISION DESCRIPTION OF REVISION
B1 ISSUE FOR INTERNAL REVIEW
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REVISION TABLE
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TABLE OF CONTENTS
CHANGE RECORD PAGE (2)
REVISION TABLE (3)
1.INTRODUCTION (6)
1.1.General (6)
1.2.Choice of Pile Type (6)
1.3.Load Combination (6)
1.4.Definitions (6)
1.5.Responsibility (7)
2.CODES AND STANDARDS (7)
2.1.Applicable Codes and Standards (7)
2.2.Specifications and References (7)
3.MATERIALS (7)
3.1.Concrete (7)
3.2.Reinforcement (9)
4.SOIL INFORMATION (9)
5.PILE DESIGN (10)
5.1.General (10)
https://www.doczj.com/doc/1a18082009.html,teral Load on Piles (10)
5.3.Piles Subject to Compression and Lateral Load (10)
5.4.Piles Subject to Tension and Lateral Load (10)
5.5.Bearing Capacities of Piles (11)
5.6.Pile Details (11)
6.MANUFACTURE OF PRECAST CONCRETE PILES (12)
6.1.Forms (12)
6.2.Placement of Steel Reinforcement (12)
6.3.Mixing, Placing, and Curing (13)
6.4.Tolerances (13)
6.5.Handling and storage (13)
Rev. B1 Page 5 of 20 7.INSTALLATION OF CONCRETE PILES (13)
7.1.Installation Equipment, Techniques, and Methods (14)
7.2.Good Driving Practice for Precast Concrete Piles (15)
7.3.Handling and Positioning During Installation (16)
8.PILE-TO-PILE CAP CONNECTIONS (16)
9.PILE LOAD TESTS (17)
9.1.General (17)
9.2.Failure Load (18)
9.3.Test Method (18)
10.INSPECTION AND ACCEPTANCE (18)
10.1.Inspection (18)
10.2.Pile Acceptance Criteria (19)
10.3.Integrity Test (19)
10.4.Pile Load Testing (19)
11.OTHERS (19)
11.1.Submission (19)
11.2.Other Requirements (19)
11.3.Actions to Be Undertaken In Case of Unacceptable Integrity Test Results (19)
11.4.Quality Control (20)
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1.INTRODUCTION
1.1. General
This specification defines the mandatory requirements for the design, materials, installation and
testing of piles for MISSAN OIL FIELD DEVELOPMENT project.
The piles are proposed for the following foundations and not limited:
Flare derrick and stacks.
Pipe racks and equipment foundations located in deep backfilled area.
1.2.Choice of Pile Type
The recommendation for precast concrete driven piles and cast-in-drilled-hole piles is found in
the Site Investigation Reports.
Based on the local survey of manufacture plants, pile types and construction ability, precast concrete driven piles are more practical.
The construction area of precast piles is far enough from existing facilities. The vibrations from piling operations will not impact the operation of existing facilities.
Therefore, the precast concrete pile is to be adopted. But the penetration feasibility need to be
validated by field tests.
Precast piles to be adopted have a uniform square cross section. The side length of cross
section and length of piles shall be determined by CONTRACTOR and be subject to a pile test.
1.3.Load Combination
Each pile shall be capable of sustaining the worst combination of working (service) loads of
[1.0×DL + 1.0×LL + 1.0×WL] with due allowance for any possible negative skin friction.
1.4.Definitions
COMPANY: C OMPANY, shall mean the CNOOC IRAQ LIMITED.
CONTRACT: The formal agreement between COMPANY and VENDOR.
CONTRACTOR: The designated organization performing construction work for
COMPANY.
SUBCONTRACTOR: The company which will perform piling works. Unless otherwise
specified, all work mentioned in this specification shall be
completed by SUBCONTRACTOR and approved by
CONTRACTOR.
Rev. B1 Page 7 of 20
1.5.Responsibility
Methods of pile placements proposed by CONTRACTOR shall be submitted to COMPANY for approval.
CONTRACTOR shall supply all materials, mechanical plant, supervision and labour necessary for the pile placement as defined on the construction drawings and in accordance with the Specifications.
The SUBCONTRACTOR shall be responsible for providing all equipment, material and labour
to perform the piling construction in accordance with the present Specification and related construction drawings.
All materials and workmanship shall comply with the specifications and related codes and standards referred to within this Standard.
2.CODES AND STANDARDS
CONTRACTOR shall comply with all local and national laws, codes and regulations. Design, material and workmanship for piling shall be in accordance with the latest revision and amendments of the following standards and scopes of practice current at time of contract placement.
2.1.Applicable Codes and Standards
ASTM D1143-07（2013）Standard test method for Deep Foundations under static axial
compressive load
ASTM D3689-07(2013) Standard Test Methods for Deep Foundations Under Static Axial
Tensile Load
ASTM D3966 -07 (2013) Standard Test Methods for Deep Foundations Under Lateral Load
ASTM D5882-07 (2013) Standard Test Method for Low Strain Impact Integrity Testing of
Deep Foundations
ACI 543R-12 Guide to Design, Manufacture and Installation of Concrete Piles
ACI 308.1-11 Guide to curing concrete
ACI 318-11 Building code requirements for structure concrete and
commentary
2.2.Specifications and References
CMIT-732-SCW-15.69-10001-B1 Design basis memorandum for civil work
CMIT-732-SCW-15.03-10001-B1 Specification for concrete work
CMIT-732-SCW-15.03-10002-B1 Specification for steel work
3.MATERIALS
3.1.Concrete
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All precast concrete piles shall be produced by a pile supplier in a plant and subject to the approval of COMPANY. CONTRACTOR shall submit to COMPANY full details of the concrete proposed together with the cement Manufacturers Test Certificate and these shall be subject to the review and comment of COMPANY before use.
3.1.1.Cement
Based on the environment to which the piles are to be exposed and the durability requirements given in ACI 318-08 Chapter 4, the cement of pile concrete shall be Type V Cement conforming to ASTM C150, which contains no more than 5 percent tricalcium aluminate, or equal. CONTRACTOR shall supply the Cement Manufacturer’s Test Certificates for each batch of cement used in the manufacturing process.
3.1.2.Aggregates:
Concrete aggregates should conform to ASTM C33/C33M-11. Aggregates should be examined petrographically for potential alkali reactivity in accordance with ASTM C295/C295M-11. Aggregates that are identified as potentially reactive should be tested for alkali reactivity by evaluating expansion potential in accordance with ASTM C227/C227M-
11. In general, the use of reactive aggregate in concrete piles shall be avoided.
3.1.3.Water
Water used for curing, washing aggregates, and mixing concrete for concrete piles should conform to the requirements in ACI 318-08 Chapter 3.
3.1.
4.Admixtures:
Water-reducing and retarding admixtures, and water-reducing and accelerating admixtures should conform to ASTM C494/ C494M-11 or ASTM C1017/C1017M-07.
3.1.5.Chlorides
The use of admixtures that contain significant amounts of chloride should be minimized in reinforced concrete. The use of chloride-free admixtures may be warranted if the total chlorides and water-soluble chlorides that may be present in the concrete would exceed the recommended limits given in ACI 201.2R-08.
3.1.6.Calcium chloride
Calcium chloride should not be used as an admixture in concrete .
3.1.7.Water-cementitious material proportions
The w/cm proportioning shall be no more than 0.40 according to the Limitations on the w/cm for durability requirements are addressed in ACI 318-08 Chapter 4.
Rev. B1 Page 9 of 20
3.1.8.Cement content
The recommended minimum cement content of a concrete pile mixture was 400 kg/m3
because of durability considerations. 445 kg/m3 was considered a reasonable maximum.
3.1.9.Strength
Pile concrete shall have minimum cube strength at 28 days of 40 N/mm2.
3.1.10.Strength tests
Compressive strength tests should be performed on samples obtained at the time of
placement. At least one set of test specimens should be obtained for each 40 m3 of concrete
placed, with at least one set for each day’s production. Samples should be obtained in
accordance with ASTM C172/C172M-11 and ASTM C31/ C31M-10 and tested in
accordance with ASTM C39/C39M- 11. A set consists of at least three test specimens. The
test age for concrete compressive strength should be 28 days or the age designated for
determination of the specified value of fc′or, when specified, at the earliest age at which
the concrete can receive its full load or maximum stress.
3.2.Reinforcement
Reinforcement steel should conform to the latest revision of ASTM A615/A615M Grade 60.
CONTRACTOR shall submit to COMPANY specific details and material certificates for the reinforcement he proposes to use.
CONTRACTOR shall store steel reinforcement in clean conditions. It shall be clean and free from loose rust and loose mill scale at the time of fixing in position and subsequent concreting work.
All binding wire shall be 2mm diameter black annealed mild steel wire.
CONTRACTOR shall supply to COMPANY copies of the Manufacturer’s Test Certificates for the actual reinforcement used in the manufacture of piles.
4.SOIL INFORMATION
CONTRACTOR shall ensure that the Site Investigation Reports are sufficient for his needs to properly and effectively carry out the works. CONTRACTOR is responsible for undertaking any further investigations required at CONTRACTOR’s cost.
Pile design and length shall be based on the soil parameters and recommendations contained in the Site Investigation Reports.
CONTRACTOR shall report immediately any circumstances, which indicate that the ground conditions differ from those expected from the interpretation of the Soil Reports.
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CONTRACTOR shall, however, be fully responsible for the effects of any such differing ground conditions.
Information about backfilling works (size distribution, compaction characteristics) are available on site.
The indicative pile depth will be given on the drawings.
5.PILE DESIGN
5.1.General
The design of the pile length shall be based on the following parameters:
Factor of Safety against Ultimate Compression Capacity = 2.0
Factor of Safety against Ultimate Tension Capacity = 2.0
Factor of Safety against Ultimate Lateral Capacity = 2.0
Max. vertical displacement under Safe Working Vertical Load = 10 mm
Max. lateral displacement under Safe Working lateral Load = 10 mm
CONTRACTOR shall prepare final design calculations for the piles for review by COMPANY.
CONTRACTOR shall ensure that the final design calculations for the piles are duly endorsed by
a Registered Structural Engineer (Level I).
https://www.doczj.com/doc/1a18082009.html,teral Load on Piles
The safe working lateral load on piles has been calculated for a maximum lateral pile head displacement (horizontal movement) of 10mm assuming a fixed connection between the pile and the pile cap.
The maximum working bending moment at the pile head is derived from the safe working lateral load at the top of the pile. The pile lever arm is to be determined by CONTRACTOR based on an analysis of the soil pile interaction using soil parameters from the Site Investigation Reports.
A check shall be carried out for shear reinforcement in the top of the pile for the ultimate lateral
load.
5.3.Piles Subject to Compression and Lateral Load
Piles shall be designed for the combination of ultimate compression load and ultimate bending moment.
5.4.Piles Subject to Tension and Lateral Load
Piles shall be designed for the combination of ultimate tension load and ultimate bending moment.
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5.5.Bearing Capacities of Piles
CONTRACTOR shall determine the bearing capacities of the piles used, taking full account of the structural and geo-technical considerations, based on the soil data provided in the Site Investigation Reports. The ultimate bearing capacity of an individual pile can be determined most reliably by static load testing to failure.
5.6. Pile Details
5.6.1.Pile Dimension
The minimum acceptable side dimension for driven piles is 200mm. Corners of square elements shall be chamfered.
5.6.2.Longitudinal Reinforcement
All piles shall be reinforced over the completed total length. The main general longitudinal reinforcement for precast reinforced concrete piles shall be not less than 1.5 percent nor more than 8 percent of the gross cross sectional area of the pile. At least four longitudinal bars should be used for square piles.
5.6.3.Transverse Reinforcement
Transverse reinforcement shall consist of closed ties or spirals with a minimum 3/8 inch (9.5 mm) diameter. Spacing of transverse reinforcement shall not exceed the smaller of eight times the diameter of the smallest longitudinal bar or 6 inches (152 mm) within a distance of three times the least pile dimension from the bottom of the pile cap. Spacing of transverse reinforcement shall not exceed 6 inches (152 mm) throughout the remainder of the pile.
5.6.4.Cover
The minimum clear cover for reinforcement shall be 40mm.
5.6.5.Pile Tip
The tips of piles should be strong and rigid enough to resist distortion. Pointed tips shall be used to aid penetration through relatively hard layers.
5.6.6.Pile Spacing
Pile spacing is measured from center to center. The minimum recommended spacing is three times the pile diameter or width.
5.6.7.Other Design Consideration
The steel reinforcement shall be designed in such a way that the crack width of the concrete shall remain less than 0.2mm under all loading conditions. The reinforcement of piles
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subject to tensile loads shall be designed on the assumption that the tensile strength of the
concrete is nil.
Piles that are subject to tension shall have sufficient longitudinal reinforcement to
adequately transfer the tension forces from the pile cap into the pile shaft.
6.MANUFACTURE OF PRECAST CONCRETE PILES
Established precast concrete manufacturing plants shall be certified by nationally recognized agencies. At a minimum, precast concrete manufacturing plants shall have a quality-control program that is equivalent to that established by PCI MNL 116-99.
6.1. Forms
Formwork should be in accordance with ACI 347-04, ACI 318-08 and as follows:
a.Suitable permanent forms (usually of metal, plastic, or concrete) are constructed so that the
tolerances can be maintained.
b.In all cases, a concrete foundation for the casting bed is recommended.
c.Grinding the form surfaces may be required to correct offsets. Leaky joints should be seale
d.
d.End forms or bulkheads should be stiff enough to prevent distortion during placement and
compaction of the concrete and should be fastened securely to the pile form so that the pile
head will remain in a true plane perpendicular to the pile axis.
e.Form joints and end forms should be sufficiently tight to prevent excessive loss of cement
paste during concrete placement and vibration.
f.Holes or slots for longitudinal reinforcement should be plugged or sealed to prevent grout
leakage.
g.All corners of square piles should be chamfered or rounded. Chamfers or radii of
approximately 20 to 25 mm are commonly used.
6.2.Placement of Steel Reinforcement
a.All reinforcing steel should be accurately positioned and satisfactorily protected against the
formation of rust or other corrosion before placement in the concrete.
b.All reinforcing steel should be free from loose rust, dirt, grease, oil, or other lubricants or
substances that can impair its bond with the concrete.
c.Slight rusting, provided it is not sufficient to cause pits visible to the unaided eye, should not
be cause for rejection of unstressed reinforcement.
d. A light oxide is permitted (ACI 318-08 Section 7.4.3).
e.Reinforcement should be placed in accordance with requirements of ACI 318-08 Chapter 7.
Details of reinforcing steel should conform to ACI 315-99.
f.For reinforced precast piles, hold the ends of the longitudinal reinforcement 50 mm below
the end face of the concrete.
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6.3.Mixing, Placing, And Curing
a.Mixing should conform to the general requirements in ACI 318-08 Chapter 5. Detailed
recommendations are given in ACI 304R-00. The w/cm (by mass) should be in strict
conformance with the design specifications and not greater than 0.40 for concrete piles
exposed to potentially corrosive groundwater.
b.The placing of concrete should conform to ACI 304R-00 and ACI 318-08 Chapter 5. In
standard mixtures without water-reducing admixtures, slumps generally range from 0 to 75
mm, and special care is required in handling, placing, and compacting the concrete.
Compaction should be by high-frequency vibrators.
c.Unformed concrete surfaces should be floated and lightly trowele
d. Spading, rodding, and
thorough vibration will help to minimize the formation of bubbles. Minor water and air
bubbles are normally acceptable, provided they are less than 10 mm deep. Bubble holes
deeper than 10 mm require patching or filling if full concrete cover is essential.
d.The curing of concrete should follow the recommendations of ACI 308R-01. For
accelerated curing, refer to ACI 517.2R-92. Hot weather concreting should conform to ACI
305R-10. Cold weather concreting should conform to ACI 306R-10.
6.4.Tolerances
a.Precast concrete piles should be manufactured to dimensional tolerances conforming with
the requirements of ACI 117-10.
b.The permitted departure of the pile head from a plane at right angles to the longitudinal axis
of the pile according to ACI 117-10 shall be 20 mm/m of head dimension.
c.The departure from a straight line parallel to the centreline of the pile permitted according to
ACI 117-10—1 mm/m of length—should be interpreted as the as-built straightness,
including the cumulative effects of forming, curing, and long-term storage.
6.5.Handling and storage
a.Piles should not be handled or stored in any way that will result in damage to the pile. Piles
should be lifted and blocked for storage at pre-designated points, such that bending stresses
will be within acceptable limits.
b.Concrete strength at the time the pile is lifted from the bed should not be less than 24 MPa.
c.For calculating handling stresses, a 50 percent impact factor is recommende
d.
d.Piles should be stored in a manner that will not result in net tensile stress under the dead
weight of the pile.
e.Where the sides and bottom of the pile are accessible, lifting is usually accomplished by
tongs or slings around the pile.
7.INSTALLATION OF CONCRETE PILES
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For more detailed information on pile-installation techniques and equipment, refer to general references on pile installation (ASCE/SEI 7-05; equipment manufacturers' manuals). Within these necessary limitations, the designer allow freedom in the selection of installation methods, specifying results instead of methods where practical, so that economy is obtained and an appropriate division of responsibility is maintained.
7.1. Installation Equipment, Techniques, And Methods
7.1.1.Pile-driving Hammers
The most common method of installing concrete piles is by means of hammer blows. The size of the hammer (rated energy) should be compatible with the pile size, length, weight, and capacity requirements.
A heavy ram with a relatively low-impact velocity is more desirable than a light ram with a
high-impact velocity.
Any combination of ram weight, stroke, and proper cushioning materials can be used, provided that the combination causes adequate peak force duration and magnitude to develop the required pile capacity and penetration and does not cause damaging tensile or compressive stresses.
For efficiency and to prevent damage to the pile, the weight of the drop hammer should be substantial in relation to the weight of the pile, on the order of one or two times the pile weight, and the fall should be kept low, on the order of 1 m.
Where a given drop hammer proves inadequate, it is usually better to increase the weight of the hammer rather than the height of fall.
7.1.2.Drive Head
Piles being driven by impact require an adequate drive head, also referred to drive caps. The drive head also frequently holds or retains protective material. The driving head should be axially aligned with the hammer and the pile. The driving head for precast concrete piles should not fit tightly.
7.1.3.Capblock
The important properties of capblock materials are their elastic and energy transmission properties (modulus of elasticity, coefficient of restitution, and dimensions), and the stability of those properties under the high stresses and heat buildup that occur with repeated hammer blows.
The capblock could be a hardwood block, aluminium and micarta layers, or composed of layers of these various materials alternating with aluminium disks.
7.1.4.Pile Cushions
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Pile cushions are required for precast piles. They could be laminated, consisting of softwood or hardwood boards or plywood.
The required thickness of cushioning material varies with the job conditions.
7.1.5.Pile Follower
A pile may need to be driven in a hole or through overburden. When the use of hammer lead
extensions is not feasible, a common technique is to use a pile follower between the drive head and the pile head.
A follower shall be made of steel. Followers should have guides or other means adapted to
the leads so that the hammer, follower, helmet, and pile are maintained in good alignment.
The follower should be designed and constructed so that it will be able to withstand dynamic driving stresses and allow adequate transmission of hammer energy to the pile.
7.2.Good Driving Practice For Precast Concrete Piles
Some rules of thumb for good driving practice for precast concrete piles can be summarized as follows:
https://www.doczj.com/doc/1a18082009.html,e adequate cushioning material between the hammer drive head and the concrete pile. 75
or 100 mm of softwood cushioning material may be adequate for piles 15 m or shorter with reasonably high tip resistance. A new cushion should be provided for each pile. The wood cushioning should be replaced when it becomes highly compressed, charred, or burned during driving of a pile.
b.Reduce driving stresses by using a heavy ram with low impact velocity (short stroke) to
obtain the desired driving energy rather than a light ram with a high impact velocity (long stroke). Driving stresses can also be reduced by using proper hammer cushioning (cap-block) materials.
c.The drive head should fit loosely around the pile top so that the pile can rotate within the
drive head. The drive head should not, however, be so loose as to permit improper alignment of hammer and pile;
d.The pile should be straight and not cambered because of uneven prestress, poor
manufacturing or storage methods, or both. High flexural stresses can result during driving of a crooked pile;
e.The top of the pile should be perpendicular to the longitudinal axis of the pile and strands or
reinforcement should not protrude from the head;
https://www.doczj.com/doc/1a18082009.html,e adequate transverse reinforcement throughout the pile, particularly near the head and tip.
g.The pile should be properly cured for the anticipated driving conditions. Breakage can occur
at pile heads and other locations during hard driving of a pile cast only a few days previously. Although adequate compressive strength can be developed in a few days by
Rev. B1 Page 16 of 20
steam curing, the tensile strength and modulus of elasticity may increase more slowly. Piles
should be at least 2 weeks old at the time of driving.
7.3.Handling and positioning during installation
Piles should be handled and positioned to obtain the proper pile location and alignment without impairing the pile's structural integrity.
7.3.1.Handling
Piles should be picked up so as to not cause local bulging or deformation, or induce
excessive bending. Precast piles should be picked up and handled so as to avoid tensile
cracks and any impact damage.
7.3.2.Positioning
Correct positioning requires accurate initial setting of the pile. Removal of near-surface
obstructions will facilitate accurate positioning.
Pile position is largely established when the pile is initially set. Attempts to correct position
after driving has commenced often result in excessive bending and damage to the pile.
Reference stakes offset from the proper pile location before the start of driving will assist
resetting the pile if significant movement is observed before the pile has penetrated too far.
7.3.3.Control of alignment
As with positioning, properly applied control of alignment should be exercised before
driving begins.
The driving rig should have stable support so that alignment of the leaders and pile does not
shift during installation.
Both the driver leaders and the pile should be properly aligned to the required pile
orientation before driving starts.
Vertical pile alignment should be checked by means of a carpenter's level. Once the driving
starts, the hammer blow should be delivered essentially axially, and excessive sway of the
leaders prevented.
Pile support in the leaders should be provided where necessary for long piles.
8.PILE-TO-PILE CAP CONNECTIONS
The pile cap is made large enough to provide significant lateral cover to the piles, perhaps 250 mm minimum, with consideration of the probable tolerances on pile locations. The minimum lateral cover should be at least the pile diameter or width.
When the cap and piles are subjected to significant lateral loading, somewhat deeper pile embedment in the cap may be required to accommodate the transfer of pile-head moments and
Rev. B1 Page 17 of 20
shears. Placement of the lower-mat reinforcement below the pile top can become desirable when high pile-head fixity is desired.
Moment resistant connections, tension-resistant connections, or both, have been made by extending pile reinforcement into the cap. The connection is also designed be able to transfer the applicable factored shear loads.
Pile reinforcement can be exposed by chipping away concrete after driving. The necessary lengths are governed by the development length in tension of the bars or strands being used.
Bars are often hooked to reduce the required embedment lengths.
A pile in tension is to be anchored to develop the smaller of the tensile strength of the pile
reinforcement, the pile-soil uplift capacity multiplied by 1.3, or the maximum force from the appropriate factored loads. A pile in bending is to be anchored to develop the smaller of the nominal strength of the pile or the factored loads from the appropriate load combinations.
9.PILE LOAD TESTS
9.1.General
Static pile load tests remain the most reliable tool for the geotechnical design of pile foundations.
Static pile load tests (under axial compressive, axial tensile and lateral loads) shall be performed before the final foundation design, in conjunction with the actual pile foundation installation, or both.
For tests performed before final design, pile load tests should be carried to soil-bearing failure so that the true ultimate bearing capacity can be determined for the test conditions.
SUBCONTRACTOR which is responsible for the load tests shall design all loading apparatus, loaded members, support frames, and test procedures.
Test shall be conducted at the locations where the structure will be constructed. This test location shall be selected by the COMPANY.
The results of the test shall be subject to review by COMPANY to determine any possible changes in the penetration criteria for the construction piles or any changes in pile rating.
For those conducting the test, it shall be understood that the recommended penetrations for all piles, including the test pile, have been based on static analyses of the soils using the standard penetration blow counts as a rough measure of soil shearing strengths applicable to determining adhesion (skin friction) resistance along the pile surface and end bearing.
ASTM D1143/D1143M-09, D3689-07 and D3966-07 present detailed recommendations for the various methods for load-testing piles, the methods and instrumentation used to measure pile response under load test, or the methods of load test interpretation.
When preparing for, conducting and dismantling a pile test CONTRACTOR shall carry out the requirements of the various acts, orders, regulations, and other statutory instruments that are
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applicable to the work for the provision and maintenance of safe working conditions, and in addition shall make such other provision as may be necessary to safeguard against any hazards that are involved in the testing or preparations for testing.
9.2.Failure Load
a.For the purpose of terminating an axial compressive load test, the test load shall be at which
rapid continuing, progressive movement occurs, or at which the total axial movement
exceeds 15 % of the pile diameter or width.
b.For the purpose of terminating an axial tensile load test, the test load shall be at which
continuing, progressive movement occurs, or at which the total axial movement exceeds
15 % of the pile diameter or width.
c.For the purpose of terminating a lateral load test, the test load shall be at which continuing,
progressive movement occurs, or at which pile shaft is destroyed.
9.3.Test Method
a.For the axial compressive load test, "Quick Test" shall be executed according to ASTM D
1143M.
b.For the axial tensile load test, "Quick Test" ( Fixed-Head Test) shall be executed according
to ASTM D 3689M.
c.For the lateral load test, " Standard Loading" shall be executed according to ASTM D
3966M.
Test Foundation Preparation, Apparatus for Applying and Measuring Loads, Apparatus for Measuring Movement, Test Procedures, Safety Requirements and Report shall be respectively accordance with the requirements of ASTM D1143/D1143M-09, D3689-07 and D3966-07.
10.INSPECTION AND ACCEPTANCE
10.1.Inspection
The SUBCONTRACTOR and CONTRACTOR shall carry out inspections during and after each piling process. Inspections shall be detailed in an Inspection and Test Plan, to be developed by the CONTRACTOR and shall include, but not be limited to, the following items:
Verify element materials, sizes and lengths comply with the requirements.
Determine capacities of test elements and conduct additional load tests, as required.
Observe driving operations and maintain complete and accurate records for each element.
Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per meter of penetration.
Determine required penetrations to achieve design capacity.
Rev. B1 Page 19 of 20 Record tip and butt elevations and document any damage to foundation element.
Inspection Reports shall be submitted to COMPANY for their records.
10.2.Pile Acceptance Criteria
CONTRACTOR shall be totally responsible for the accurate setting out of each pile, which shall be centrally positioned at the location indicated on the drawings or as otherwise agreed by COMPANY.
Position of piles shall be considered satisfactory, provided the following conditions are met:
Pile tops are within 75mm of the location specified by design drawings.
The deviation of the pile axis from the specified alignment, should be within 2 percent of the pile length.
Acceptable tolerance on final pile top elevation is ±50 mm.
The piles, as finally placed, are not structurally damaged.
The bearing capacity shall meet the design requirements.
Repairs or changes due to improper placement of piles or due to structural damage shall be reported directly to COMPANY. This may include addition of new compensating piles.
10.3.Integrity Test
In order to confirm that each pile has been installed without any detrimental defects, low strain test shall be carried out on all piles installed according to ASTM D5882.
At least, 20% of all piles in-service shall be tested.
In case of suspected flaws control drilling through pile shall be performed.
10.4.Pile Load Testing
See section 8,9,10 of this specification. Loading shall no less than the ultimate bearing capacity described in design drawings. Failure of subsoil or pile shaft is not necessary.
11.OTHERS
11.1.Submission
The CONTRACTOR shall submit the Inspection and Test Plan, Inspection and Test Reports to COMPANY for approval.
11.2.Other Requirements
For other construction requirements, reference should be made to ACI 543R (2012).
11.3.Actions to be undertaken in case of unacceptable integrity test results
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List here the actions to be undertaken by SUBCONTRACTOR / his commitments in case of unacceptable integrity test results:
-Driving compensated piles
-Grouting
11.4.Quality Control
CONTRACTOR shall submit to COMPANY copies of the test result sheets which shall show the following information, cylinder (or cube) number, date and time of test, pile in which concrete was used for manufacture and the crushing strength.
Concrete shall be considered to be under strength if any of the works cylinders (or cubes) fail to meet the strengths specified as described above. Where tests show deviations from the required standards for crushing strength etc., COMPANY reserves the right to instruct CONTRACTOR to carry out remedial measures, or to prove that the pile concerned is acceptable. These measures shall include crushing additional cylinders (or cubes), driving replacement piles, the use of non-destructive tests or static load testing.
CONTRACTOR shall bear all costs of all such tests and replacing unsatisfactory piles.
CONTRACTOR shall inform COMPANY each day of the piling programme for the following day and give adequate notice of any intention to work outside normal hours and at weekends.