หมวดที่ 4 งานเสาเข็มเหล็ก · 2015. 7. 23. ·...

การท่าเรือแห่งประเทศไทย (กทท.) รายการขอ้ก าหนดและรายการประกอบ งานจ้างที่ปรึกษาเพื่อศึกษาวิเคราะห์โครงการและออกแบบรายละเอยีด

ส าหรับก่อสร้างโครงการท่าเทยีบเรือชายฝั่ง (ท่าเทียบเรือ A) ที่ท่าเรือแหลมฉบงั

SEATEC-SPAN-DEC 4 -1

หมวดที ่4 : งานเสาเข็มเหล็ก

4.1 GENERAL

4.1.1 GENERAL

(1) The Contractor shall maintain at the site a qualified and experienced pile driving foreman, together with the necessary trained labour capable of dealing with all pile driving works. The foreman shall have at least 5 years experience of pile driving in a marine environment and be subject to approval of the Engineer

(2) All materials, procedures and workmanship shall be in accordance generally with the other sections of this Specification and BS EN 1197- 1:2004. However, the requirements of this section shall take precedence. Safety precautions shall comply with statutory regulations, BS EN 996 and BS EN 1197-1:2004.

(3) Driven piles undertaken in this Contract shall comprise:

Vertical and raking tubular steel piles with reinforced concrete infill in accordance with the Drawings, and shall comply with the relevant paragraphs of this Specification and the Drawings.

4.2 MATERIALS

4.2.1 MATERIALS FOR STEEL PILES

(1) Steel plate or flat used to fabricate tubular pile material shall conform to TIS 1499-2541, Grade SM520. The Contractor shall obtain the manufacturer's test certificates for all steel material used in fabricated piles to be supplied at the time or before tubular pile sections are delivered to the Site, with clear identification of which certificates pertain to each shipment of the tubular pile material.

(2) Sections and dimensions of steel piles shall conform to the following:

(a) For standard rolled sections the dimensional tolerances and weight shall comply with the relevant Thai Industrial Standards. For proprietary sections the dimensional tolerances shall comply with the manufacturer's standards. The rolling or manufacturing tolerances shall be such that the actual weight of section does not




differ from the theoretical weight by more than -2% to +5% unless otherwise agreed.

(b) For tubular piles the external dimensions at any section as measured by using a tape on the circumference shall not differ from the theoretical dimensions by more than -1% to +1%. The rolling or manufacturing tolerances shall be such that the actual weight of any section does not differ from the theoretical weight by more than that calculated using plate thickness tolerances specified in the relevant Thai International Standard for 2000mm wide plate.

(c) The maximum outside diameter shall not be more than 1% larger than the theoretical outside diameter and the minimum outside diameter shall not be more than 1% smaller than the theoretical outside diameter.

(d) For standard rolled sections the deviation from straightness shall not exceed 1.04 (L - 4.5) where L is in meters and the deviation in millimeters. For proprietary sections and sections shorter than 4.5 meters made up from rolled sections the deviation from straightness shall not exceed 1/1000 of the length of the pile.

(e) For tubular piles the deviation from straightness shall not exceed 1/600 of a length not exceeding 10 m. When two or more such lengths are joined the deviation from straightness shall not exceed 1/960 of the completed length unless otherwise specifically agreed by the Engineer.

(3) Longitudinally welded piles shall be fabricated into lengths suitable for transport in a controlled factory/workshop situation and shall conform to the requirement of this sub-paragraph. The Contractor shall advise the Engineer at least 30 days prior to the commencement of tubular pile fabrication of the details of fabrication and location(s), to allow the Engineer and arrange for him to attend at such location of pile fabrication, to enable inspection of fabrication work and witnessing of testing. The Engineer shall at all times during fabrication of pile material for this Contract, be afforded free access to the fabrication works and testing facilities.

(a) In the case of welded tubular piles the Contractor shall submit for the approval of the Engineer the welding procedure to be used to fabricate welded tubular piles, which shall have been qualified in




accordance with ANSI/API Specification 5L. All welded tubular pipe shall be fabricated to conform with ANSI/API Specification 5L “Specification for Line Pipe”, and API Standard 1104 “Welding of Pipelines and Related Facilities”, except that hydrostatic testing of tubular pipe is not required. If the fabricator is not licensed to use the API monogram, he shall be required to provide equivalent evidence to the Engineer as to his proficiency and experience in the fabricating of items to the standards required by API prior to commencing fabrication of items for inclusion in the permanent Works on this Contract. The fabricator shall provide test certificates to certify that fabrication of all welded tubular pile complies with these API Specifications and Standards.

(b) Welded proprietary sections made up from two or more hot rolled sections shall be welded in accordance with the manufacturer's standards. During production of welded tubular piles at least one radiograph approximately 3000 mm long per 15 m length of pile shall be required on each completed length of weld as a spot check on weld quality. This shall be taken on a circumferential or longitudinal weld and its position shall be as direct by the Engineer. Should the radiograph show the weld to be deficient then the whole weld will require to be radiographer.

(c) Spirally welded pipe shall be fabricated to conform with ANSI/API Specification 5L and API Standard 1104, except that hydrostatic testing of tubular pipe is not required. If the fabricator is not licensed to use the API monogram, he shall be required to provide equivalent evidence to the Engineer as to his proficiency and experience in the fabricating of items to the standards required by API prior to commencing fabrication of items for inclusion in the permanent Works on this Contract. The fabricator shall provide test certificates to certify that all fabrication of welded tubular pile complies with these API Specifications and Standards. Prior to forming a spirally welded pile the edges of the strip shall be straight. The forming and welding processes shall be approved.

(d) The Contractor shall provide, within one week of the delivery of the continuously welded piles, copies of all test certificates clearly identifying by an approved coding system which length of pile to which the tests relate. Where required by the Engineer, the




Contractor shall carry out additional radiographic or other tests on Site on the pile sections.

(e) No piles shall be driven until the Engineer is satisfied as to the integrity of the factory/workshop welds.

(4) Sections of steel piles may be assembled on Site to the required length for driving in conformance with the following requirements:

(a) All test procedures and dimensional tolerances shall conform to the specification for pile material given in this Specification. Adequate facilities shall be provided for supporting and aligning the lengths of pile.

(b) The number of splices per pile shall not exceed three, unless permitted by the Engineer.

(c) Prior to welding the pile segments to form the required pile lengths the Contractor shall prepare a shop drawing showing the splice locations for the approval of the Engineer.

(d) Edge preparation of all pile sections to be butt welded, as detailed in the Drawings or required by the qualified and approved welding procedure, shall be by machining. Hand preparation of the ends of pile sections shall not be permitted.

(e) The butting surfaces of adjoining portions of a pile shall be truly square. The joints shall be formed to the approval of the Engineer and shall be able to withstand handling and driving stresses and to develop the necessary column strength in the finished pile. (f) The root edges or root faces of length of piles that are to be butt welded shall not differ by more than 25% of the thickness for piles not exceeding 12mm thick or by more than 3mm for piles thicker than 12 mm. When piles of unequal thickness are to be butt welded the thickness of the thinner material shall be the criterion.

(g) Pile lengths shall be set up so that the differences in dimensions are matched as evenly as possible.

(h) Longitudinal seam welds and spiral seam welds of lengths of tubular piles forming a completed pile shall whenever possible be evenly staggered but if, in order to obtain a satisfactory match of the ends of piles or the specified straightness, the longitudinal




seams or spiral seams are brought closely to one alignment at the joint then they shall be staggered by at least 100mm.

(i) Welding and welding consumables shall be to BS EN 1011: Part 1.All welding of piles shall be by welding machine except where pile sections require welding of a partially drive pile.

(j) Prior to the commencement of welding operations, the Contractor shall submit for approval of full details of the welding procedures and electrodes with drawings and schedules as may be necessary. The weld procedure shall be qualified in the presence of the Engineer with tests undertaken in accordance with BS EN ISO 15614: Part 1.

(k) Prior to the commencement of welding operations, the Contractor shall arrange for each welder whom he proposes to employ on a particular welding operation to be tested in accordance with BS EN 287:Part 1 and BS 4872:Part 1. Welders may, as an alternative, be tested to the requirements of the appropriate ASME standard provided that the tests and testing procedures are approved and accepted by the appropriate Authorities. The Engineer shall be represented at all times during these tests. Only those welders whose work complies with the requirement of BS EN 287: Part 1 and BS 4872: Part 1 or the appropriate ASME standard where the test is accepted by the appropriate Authorities shall be permitted to carry out welding. If non-destructive tests show that the quality of work produced by a welder has deteriorated, then the Contractor shall arrange to have that welder re-tested or replaced.

(5) The Contractor shall provide the Engineer with three copies of all test certificates, analysis and mill sheets as described above. The Contractor shall ensure that adequate notice be given to the Engineer when the processes can be inspected or tests can be witnessed by the Engineer. The Engineer has the right to inspect and test at any stage of the manufacturing process provided that, once he has been given a minimum of 14 days notice of when the materials will be ready for inspection, any delay in his attendance does not cause delay or disruption to the production processes.

(6) Unless otherwise required in the Contract, steel sheet piling used in temporary works shall be treated as "Piling Designed by Contractor"




4.2.2 PILE SHOES

The details for pile shoe strengthening, as shown on the Drawings, shall be adopted as a minimum requirement. The Contractor shall remain responsible for the design of pile shoe and head strengthening. The strengthening to the toe of a pile in lieu of a shoe or the strengthening of the head of a pile shall be made from material of the same grade as the pile unless otherwise permitted by the Engineer. External strengthening to tubular piles will not be permitted.

4.2.3 BITUMINOUS COATING MATERIAL

Bituminous coating material for steel piles shall be hot-applied filled or unfilled bituminous material complying with BS EN 10300.

4.2.4 REINFORCEMENT CONNECTORS

Reinforcement connectors shall be capable of transmitting the total pile load in tension or compression as appropriate. The Contractor shall submit the reinforcement connector details to the engineer for approval.

4.3 SURFACE TREATMENT OF STEEL PILES

4.3.1 SURFACE PREPARATION OF STEEL PILES

The surfaces of steel piles to which protective coatings will be applied shall be prepared by blast cleaning to second quality of surface finish in accordance with BS 4232 or Sa 2½ in accordance with SIS 05 59 00.

4.3.2 BITUMINOUS COATINGS TO STEEL PILES

(1) Bituminous coating material, or primer if the bituminous coating consists of a built-up system, to steel piles shall be applied within two hours of blast cleaning. The thickness of bituminous coatings shall be at least 300 μm.

(2) Damaged areas of bituminous coatings shall be over-coated with the same bituminous coating material to restore the specified thickness.

4.3.3 SURFACE TREATMENT OF EXTENDED STEEL PILES

The splice areas of steel piles, which are extended in-situ, shall be prepared by blast cleaning and the protective coating shall be applied to the area. Steel piles for marine works shall be spliced and the surface treatment applied to the splice areas before the piles are driven unless otherwise permitted by the Engineer.

4.3.4 REMOVAL OF PROTECTIVE COATINGS TO STEEL PILES

Protective coatings shall be removed from the heads of steel piles which will be encased in concrete by blast cleaning, flame cleaning or by other methods agreed




by the Engineer. The coatings shall be removed to a level of 75 mm above the underside of the concrete into which the pile will be encased.

4.4 SUBMISSION

4.4.1 PARTICULARS OF PILING WORKS

(1) The following particulars of the proposed materials and methods of construction for piling works shall be submitted by the Contractor to the Engineer:

(a) Details of Construction Equipment , (b) Methods and sequence of installation of piles, including methods of avoiding damage to adjacent piles, structures and utilities and measures to be taken to deal with hard material and obstructions,

(c) Calculations of driving stresses,

(d) Methods of jointing and lengthening piles,

(e) Not Used

(f) Anticipated ground vibration, ground movement and methods of instrumentation and monitoring,

(g) Not Used

(h) Methods of concreting,

(i) Details of protective coatings to steel piles, including manufacturers' literature,

(j) Details of preliminary piles, and

(k) Methods of testing, including details of the specialist firm for nondestructive testing of welds and the programme for integrity testing.

(2) The particulars shall be submitted to the Engineer at least 21 days before the relevant preliminary piles are constructed. If preliminary piles are not required, the particulars shall be submitted to the Engineer at least 21 days before the relevant piling works start.

(3) The Contractor shall demonstrate the use a Wave Equation Analysis of Piles (WEAP) to select the pile driving equipment. The WEAP model shall adequately estimate hammer performance, driving stresses, and driving resistance for the adopted hammer configuration, pile type, and soil profile. The acceptability of the hammer system shall be based on the successful demonstration that the pile could be driven to the required




capacity and tip elevation without damage to the pile, within a penetration resistance of 3 to 15 blows per 25mm. The pile driving resistance criteria estimated from the WEAP analysis shall be used as the initial driving criteria for the installation of test piles. Additional WEAP analysis shall be required for changes in the hammer type, pile type and size, and for changes in ground condition within the Site. The WEAP analysis shall be rerun with modifications to the input parameters to match the results obtained from the dynamic and static load test results. Modification to the driving criteria shall be made as appropriate, based on the results of the pile load tests

4.5 HANDLING AND STORAGE OF MATERIALS

4.5.1 HANDLING AND STORAGE OF MATERIALS

(1) The identification number, grade of steel and length of pile shall be marked on steel piles.

(2) Piles shall be stored horizontally off the ground on level supports and in a manner, which will not result in damage or deformation to the piles, or in contamination of the piles. Coated piles shall be handled and stored in a manner, which will not result in damage to the coatings. Bituminous-coated piles shall not be stacked.

(3) Different types and sizes of piles shall be stored separately.

4.6 GENERAL PILING WORKS REQUIREMENTS

4.6.1 COMMENCEMENT OF PILING WORKS

(1) Piling works shall not commence until the relevant proposed materials and methods of construction, including construction and testing of preliminary piles, have been approved.

(2) Unless an alternative is proposed by the Contractor and accepted by the Engineer, all piles shall be top driven or otherwise advanced to the minimum toe levels shown on the Drawings, and then driven to the required set.

(3) The Contractor shall calculate the set required by each type of pile for various pile lengths (and at 5m intervals) to withstand the required working loads shown on the Drawings using his proposed equipment, and submit the calculations to the Engineer for approval. The Contractor shall if necessary revise and resubmit the calculations as may be required to obtain such approval.




(4) The working loads of the piles shall be as shown on the Drawings. The ultimate bearing capacity required shall be the required working load in compression times a multiplier of 2.0. The ultimate bearing capacity figure shall be used in calculation of the required set. The ultimate tensile capacity required shall be the required working load in tension times a multiplier of 1.5. Unless otherwise agreed by the Engineer, the Hiley formula shall be used but modified as necessary including any modification following static pile tests.

4.6.2 CHECKING CASING POSITION

The Contractor shall check the casing position for each pile during and immediately after placing the casing, and agree it with the Engineer.

4.6.3 GROUND INVESTIGATION FOR PILING WORKS

Where required by the Contract or instructed by the Engineer the Contractor shall carry out pre-drill holes at pile positions or as instructed by the Engineer. The following requirements for pre-drill holes shall apply:

(a) Material shall be recovered from pre-drill holes in such a manner as to avoid adversely affecting the capacity of the future pile.

(b) SPT’s shall be taken at not less than 1 metre intervals where the pre-drill hole is not in rock with a minimum of one SPT in any layer of material other than rock.

4.6.4 FOUNDING LEVELS

(1) After piles have been driven to the required set, the Contractor shall carry out proving drill holes as instructed by the Engineer or as required by the Contract. Where the driving records or other information indicate that piles may have come to a premature set on an obstruction other than bedrock, the Engineer may require such additional proving drill holes for piles in the same general area as he may consider necessary or desirable. If the results of the proving drill hole of a pile show that poor material exists below the pile toe, the pile shall be advanced by approved means past any obstructions to below the poor material and re-set.

(2) Where any pile has not been advanced to the minimum depth shown on the Drawings, but the required set has been achieved and the Engineer is satisfied that the pile has not been prematurely set on an obstruction based on the driving record of the pile, the founding levels of adjacent 3piles, and the results of proving drill holes in the vicinity, the Contractor may request that the Engineer accepts the pile at the higher level. The




Engineer will review all available information including information gained in respect of other piles in the vicinity, and will examine if it is possible to accept the pile with or without a modification to the design, either at that level or at such other level higher than the minimum level shown on the Drawings as may be decided by the Engineer. If as a result of the Engineer accepting any pile at a level higher than the minimum level shown on the Drawings, the Engineer may modify the design and the Works as so modified shall be measured for payment in accordance with the Contract. The Contractor shall not be entitled to any extension of time or additional monetary compensation of any kind as a result of or in connection with any of the aforesaid matters and/or any delay or disruption which may result there from. If the Contractor chooses not to carry out the modifications to the design decided by the Engineer as required for the acceptance of the pile at the level requested by the Contractor, the pile shall be advanced to the minimum level shown on the Drawings, or such higher level as may be instructed by the Engineer and reset. In this case the Employer shall be entitled to deduct from monies due to the Contractor the cost of design modification or may recover the same as a debt. If the Engineer decides that it is not possible to accept the pile at the level requested by the Contractor after reviewing all available information, the pile shall be advanced to the minimum level shown on the Drawings, or such higher level as may be instructed by the Engineer, and re-set. Any decision by the Engineer whether or not to accept a pile at a level above the minimum level shown on the Drawings shall be final.

(3) Where any pile has been advanced to the minimum depth shown on the Drawings but the pile is founded on any adverse founding conditions as determined by the Engineer, the Engineer will review all available information and will examine if it is possible to accept the pile with or without a modification to the design. If the design has to be modified, the Engineer will modify the drawings and the Works shall be measured for payment in accordance with the Contract. The Contractor shall not be entitled to any extension of time or reimbursement of costs due to the redesign by the Engineer.

4.6.5 PREVENTION OF DAMAGE AND DISRUPTION DUE TO PILING WORKS

(1) The Contractor shall take all necessary measures to minimize the settlement of the ground and adjacent structures, and prevent the disruption to existing port operations. His construction equipment and method shall be so arranged such that there will be no damage to existing




structure and will not disrupt the port operations. For any structure which are damaged or interfered with as a result of the works being carried out by the Contractor, the Contractor shall be responsible for the cost of any repair works required to reinstate the damages or disruption.

4.7 PRELIMINARY PILES

4.7.1 PRELIMINARY PILES

(1) The Contractor shall install three preliminary piles for each type of vertical and raking piles using the materials, methods of construction and sets proposed for the working piles and which have been approved. The locations and details of these piles shall be agreed with the Engineer. The locations of preliminary piles shall be close to existing borehole positions.

(2) After all preliminary piles have been installed and the driving records submitted, the Engineer will designate two piles to be load tested in compression, and two piles to be tested in tension. Unless otherwise permitted by the Engineer, further installation of piling of any type shall not proceed until the construction, testing and records of the preliminary piles have been approved by the Engineer. (3) Preliminary piles complied with specific contract requirements can be incorporated in the permanent work. Preliminary piles which do not comply with the specified requirements shall be removed and disposed of or dealt with as instructed by the Engineer.

4.8 DRIVEN PILES

4.8.1 DRIVEN PILES

(1) At all stages during driving and until incorporation in the superstructure the pile shall be adequately supported and restrained by means of leaders, trestles, temporary supports or other guide arrangements to maintain position and alignment and to prevent buckling. These arrangements shall be such that damage to the pile or their coatings does not occur.

(2) The Contractor shall satisfy the Engineer regarding the suitability, efficiency and energy of the driving equipment. Unless otherwise specifically approved by the Engineer, drop hammers supported from floating craft shall not be used. Piles installed by vibratory methods shall be subsequently driven to a set by dynamic means in accordance with the requirements in this Specification. (3) Piles shall be temporarily braced immediately after driving or, in the case of a single pile, shall be temporarily stayed to ensure that there is no loosening of the piles in the ground and that the pile is not overstressed. (4) Before erecting false work,




or casting any concrete the Contractor shall fit further temporary bracing as necessary and shall take all precautions to ensure that the bracing is adequate to withstand all loads which may arise during the works.

4.8.2 FOLLOWERS

Followers or long dollies shall not be used unless permitted by the Engineer. If permitted, the set shall be revised by the Contractor and agreed by the Engineer, to allow for the reduction in effectiveness of the hammer blows.

4.8.3 MARKING OF PILES

(1) Each pile shall be clearly marked in white paint with its number and its overall length. In addition, each pile shall be marked at intervals of 250 mm along the top 6 m of its length and at least 1m intervals along the remainder of the length which will be above low water when the pile is initially pitched before being driven.

(2) In the case of steel piles, each individual pile length shall at the time of fabrication, be permanently marked with the fabricator’s name, date of fabrication, steel grade and fabricating standard.

4.8.4 DRIVING PILES

(1) Each pile shall be driven continuously or otherwise advanced until the required depth and set has been achieved, except that the suspension of driving may be permitted if the Engineer is satisfied that the rate of penetration prior to the cessation of driving will be substantially reestablished on its resumption or if he is satisfied that the suspension of driving is beyond the Contractor's control. The Contractor shall submit his proposals for achieving the minimum toe level shown on Drawings and it shall be his responsibility to ensure that the minimum toe level and required set is achieved without causing damage to the pile.

(2) Notwithstanding the requirements above, where the Contractor splices an extension to a partially driven pile, the rate of penetration prior to the cessation of driving must be re-established on resumption of driving following completion of splicing. If the rate of penetration cannot be reestablished then a static load test must be conducted to prove to the Engineer that the pile can sustain the working load, with appropriate factors of safety, as set out on the Drawings or the Specification for the particular pile.




(3) The sequence and method of driving piles shall be coordinated with the progress of other Works such as to minimize the detrimental effects of heave and lateral displacement of the ground and to cause the least possible displacement to previously installed piles. Piles, including casings, shall not be driven within a centre to centre distance of 3 m or five times the diameter of the pile or casing, whichever is the less, from in-situ concrete pile infill which has been cast for less than 48 hours. (4) The Contractor shall strengthen any part of the pile casing that he considers necessary to withstand driving stresses (including during dynamic restrike tests) and to prevent damage to the pile toe including where the Contractor anticipates that a pile is likely to found on rock. Such strengthening shall be so designed as not to hinder methods of advancing the pile shell through obstructions.

(5) During driving the tops of steel piles shall be protected by a driving helmet approved by the Engineer. Piles shall not be bent or sprung into place during or after driving, but shall be effectively guided and held in true position until permanently connected into the deck beams.

(6) If the head of a pile is damaged during driving, the damaged head shall be cut off square. If the pile is to be subjected to further driving, the head shall be replaced by a new length of pile. Such cutting and replacement shall be carried out on a platform which is at least 2m above the maximum sea level expected during the replacement operation. Driving will not recommence until the welded area has cooled and the welds tested.

(7) The Contractor shall inform the Engineer without delay of any circumstance, including a sudden change in driving characteristics, which might indicate that the ground conditions differ from those expected so as to affect materially the bearing capacity of the pile.

(8) Levels and measurement shall be taken to determine the movement of the ground or any pile resulting from the driving process.

(9) When a pile has risen as a result of adjacent piles being driven, the Contractor shall correct this and take measures to avoid recurrence in subsequent work.

(10) The Contractor shall arrange the sequence of his operations so as tominimize as much as possible the movements of the piles after they have been installed arising from ground movements or any other cause. He shall make allowances for such movements of the piles which may




occur after the piles have been installed and shall install the piles such that they are at their specified positions within the tolerances given in this section of the Specification at the time of completion of the section of the Works within which they are situated. The Contractor shall advise the Engineer of the preset he intends to apply prior to commencement of piling, and shall subsequently advise the Engineer of any amendment to the preset that he intends arising from monitoring of actual movements.

(11) The following are additional requirements in respect of piling to quay structures :

(a) The Contractor may elect to drive the piles either after, during or before the placing of seawalls but the option selected and the methods utilized shall be chosen to minimize and control any lateral movements of the piles.

(b) If the Contractor elects to place any part of the seawall prior to pile driving, he shall ensure that piles can be driven to the tolerances specified.

(c) The Contractor shall submit to the Engineer for his approval prior to the placement of any rock materials, a method statement detailing procedures and precautions to be taken to avoid disturbance and adverse loading to the piles.

(d) Pile positions shall be monitored by the Contractor daily or at such other interval as agreed by the Engineer during and after the driving of adjacent piles and/or the placing of any rock materials in the vicinity after pile driving has commenced until the individual piles are incorporated into the structure.

(e) Armour shall be placed around the piles after piling and bracing of piles have been completed within any particular bay of quay structure.

(f) In the event that damage to the walls of piles or any other damage to or displacement of piles does occur, the Contractor shall propose and execute all remedial works to the satisfaction of the Engineer.

(g) Casting of concrete within tubular piles will not be allowed until after the placement of rock fill, excluding the armour layer is completed and the piles are solidly braced.




(h) The Contractor shall submit for the Engineer's approval methods and details of any temporary works which the Contractor wishes to connect to the piles, before such work commences. The details must include the Contractor's proposals with regard to later removal of the connection and adequate repair to the pile tube. Any welded attachments shall be ground off flush with the original profile to a smooth finish with no protrusion or indentation exceeding 5mm. Temporary welded connections to the piles below the level of low tide such that they cannot be ground off shall not be permitted.

4.8.5 DISPLACED PILES

Piles that have been displaced as a result of driving adjacent piles shall be corrected. Particulars of the method of correction and measures to be taken to avoid displacement in subsequent driving shall be submitted to the Engineer for approval.

4.8.6 RE-DRIVE CHECKS

No re-drive checks shall be carried out within 24 hours of completion of first driving.

4.8.7 LENGTHENING DRIVEN PILES

The strength of piles at joints shall not be less than the strength at any normal section of the pile. Lengthened piles shall not be driven until the joint has developed the designed strength. Pile joints shall be tested as stated in the Contract or as instructed by the Engineer. All the welds at the joint shall be protected by coating as required in the Contract. Before driving is resumed the Contractor shall afford reasonable opportunity for the Engineer to inspect the works.

4.8.8 MEASUREMENT OF SET OF DRIVEN PILES

(1) Set shall be measured for each driven pile at times agreed by the Engineer and in the presence of the Engineer. The final set shall be measured as the number of blows required to produce 25 mm penetration.

(2) If driving is interrupted for more than 30 minutes, except as otherwise agreed by the Engineer, set shall not be measured after driving restarts until at least 20 blows of the same driving energy as at final set have been struck.




(3) When final set is measured:

(a) The exposed part of the pile shall be in good condition without damage or distortion,

(b) The dolly and packing shall be in sound condition,

(c) The hammer blow shall be in line with the axis of the pile and the impact surfaces shall be flat and at right angles to the axes of the pile and hammer, and

(d) The hammer shall be in good condition and operating correctly. (4) The temporary compression of each driven pile shall be measured.

(5) The Contractor shall inform the Engineer at least 1 hour before final set and temporary compression are to be measured.

(6) Sets shall be taken at intervals during the last 6 m of the driving to establish the behavior of the piles.

7) Redrive checks shall be carried out on 25% of the piles, after an interval of not less than 24 hours, to a procedure to be proposed by the Contractor and approved by the Engineer. Where a pile fails to satisfy a redrive check it shall be further driven until set is once again achieved; such piles will be subject to further redrive checks.

4.9 FIXING REINFORCEMENT FOR PILES

4.9.1 FIXING REINFORCEMENT FOR PILES

(1) Prefabricated reinforcement cages for piles shall be marked and fitted with spacers to ensure that the cage is correctly orientated and positioned within the pile. The reinforcement cage shall be lowered into position only after the Engineer has verified both the length of the reinforcement cage and the depth of the hole and after the base has been cleaned.

(2) The number of joints in longitudinal steel bars shall be kept to a minimum. Joints in reinforcement shall be such that the full strength of the bar is effective across the joint and shall be made so that there is no relative displacement of the reinforcement during the construction of the pile.

4.10 PLACING CONCRETE IN PILES

4.10.1 CLEANING AND DRYING EXCAVATIONS FOR PILES

The bases of excavations for piles shall be cleaned by air-lifting or by other methods agreed by the Engineer before concrete is placed. If excavation is carried out under water, cleaning shall continue until the water is clear and free of




particles of soil. Measures shall be taken to prevent the accumulation of silt and other material at the base of the excavation.

4.10.2 PLACING CONCRETE IN PILES

(1) Each pile shall be concreted as soon as practicable after the permission of the Engineer has been obtained. If a tremie pipe is used, it must be watertight and of sufficient strength. Before concreting commences, the Contractor shall submit a method statement of placing tremie concrete to the Engineer for approval. This statement should at least contain the proposals of the immersed depth of the tremie pipe below the upper surface of rising concrete, procedure of safely raising the tremie pipe as concreting proceeds, means of carrying out accurate measurement of the level of the rising concrete surface, etc. This method statement should also include a contingency plan of necessary measures that shall be taken to cater for any incident that the tremie pipe might become blocked or removed from the concrete.

(2) The concrete placed by tremie shall have a minimum designed slump value of 150 mm. The Contractor shall maintain efficient and effective communication with the concrete suppliers for ensuring sufficient workability and continuous supply of concrete throughout the process of concrete placing.

(3) Operations that in the opinion of the Engineer are likely to disturb or affect the concrete or placing of the concrete shall not be carried out unless agreed by the Engineer.

(4) Precast concrete sections or steel piles in which concrete is to be placed shall be free from damage before being installed.

(5) Concrete cast in-situ for concrete infill in steel piles shall comply with the following :

(a) The method of placing and the workability of the concrete shall be such that a continuous monolithic concrete shaft of the full cross-section is formed.

(b) The Contractor shall take all precautions in the design of the mix and placing of the concrete to avoid arching of the concrete. No spoil, liquid or other foreign matter shall be allowed to contaminate the concrete.




(c) The concrete shall be placed in such a manner that segregation does not occur and shall not be allowed to free fall more than 2 metres vertically.

(d) Internal vibrators shall not be used to compact concrete unless the Contractor has satisfied the Engineer that they will not cause segregation or arching of the concrete.

(e) All relevant provision of the Specification regarding concrete and joints in concrete shall apply.

(f) The concrete shall be a rich coherent mix of high workability having a slump in accordance with table below.

Requirements for concrete in cast in-situ piles

Slump in mm Typical conditions of use

Minimum Maximum

75 125 Placed into water-free unlined hole. Widely spaced reinforcement leaving ample room for free movement between bars.

100 175 Where reinforcement is not spaced widely enough to give free movement between bars. Where casting level of concrete is within the casing. Where pile diameter is less than 600 mm.

150 - Where concrete is to be placed by tremie under water or drilling

(7) In addition concrete infill to steel tubular piles shall comply with the following requirements:

(a) The level of material inside the pile casing shall be adjusted as necessary and sealed in an approved manner before concrete infill commences. As an alternative to raising the level of material inside the pile casing, the Contractor may propose for agreement of the Engineer other means such as lost shutters at the required bottom level of concrete.

(b) Before placing concrete, measures shall be taken to ensure that the inside of the pile casing is clean and that there is no




accumulation of silt or other deleterious material at the base of the plug.

(8) In addition cast in-situ concrete piles shall comply with the following requirements:

(a) Before placing concrete, measures shall be taken to ensure that there is no accumulation of silt or other material at the base of the bore.

(b) During and after concreting care shall be taken to avoid damage to the concrete from pumping and other construction operations.

(c) Concrete to be placed under water shall be placed by tremie unless otherwise agreed with the Engineer and shall not be discharged freely into the water.

(d) Tremie concrete shall be a rich coherent mix of high workability having a slump of 150 mm or more and a minimum cementitious content of 500 kg/m3.

(e) The hopper and pipe for the tremie shall be clean and watertight throughout. The pipe shall extend to the base of the pile and a sliding plug or barrier shall be placed on the pipe to prevent direct contact between the first charge of concrete in the pipe of the tremie and the water. The pipe shall at all times penetrate the concrete which has previously been placed and shall not be withdrawn from the concrete until completion of concreting. At all times a sufficient quantity of concrete shall be maintained within the pipe to ensure that the pressure from it exceeds that from the water. The internal diameter of the tremie pipe shall be not less than 150 mm for concrete made with 20 mm aggregate and not less than 200 mm for concrete made with 40 mm aggregate. It shall be so designed that external projections are minimized, allowing the tremie to pass through reinforcing cages without causing damage. The internal face of the pipe of the tremie shall be free from projections.

4.11 INSPECTION OF PILING WORKS

4.11.1 INSPECTION OF EXCAVATIONS FOR PILES

The Contractor shall allow the Engineer to inspect excavations for piles before placing concrete in the pile and at other times required by the Engineer. The Engineer shall decide on the most suitable method to be used for inspecting




excavations and the bases and dipping the depth of the drilled hole personally and the Contractor shall provide all the necessary facilities and equipment to enable the Engineer to carry out the inspection/dipping in a safe manner. After the base of excavation has been cleaned as required by the Engineer, the Contractor shall inform the Engineer 24 hours, or such shorter period agreed by the Engineer, before placing concrete in piles.

4.12 TOLERANCES

4.12.1 TOLERANCES: STEEL TUBULAR PILES

Dimensional tolerances of steel tubular pile sections shall comply with the relevant Thai Industrial Standards stated in this Specification. Fabrication tolerances for steel tubular piles and related steelwork shall comply with BS 5950: Part 2 andthis Specification.

4.12.2 TOLERANCES: PILE INSTALLATIONS

(1) Piles shall be installed to within the tolerances stated in Table 17.1.

(2) Piles that do not comply with the specified tolerances shall not be forcibly corrected.

(3) Should any pile or piles be out of tolerance or be anticipated to be out of tolerance at the time of incorporation into the Works, the Contractor may request the Engineer to modify the design of the structure to accommodate the actual or anticipated position and/or rake of the pile(s) which support a structure between movement joints. The Contractor’s request shall include details of the actual position and rake of all the piles which support a structure between movement joints together with the Contractor’s assessment of the anticipated position and rake of the piles at the proposed time of incorporation into the structure based on monitoring carried out in accordance with the Contract requirements. Provided that the Contractor has stipulated in his request that he will not make any claim for extension of time or additional monetary compensation of any kind as a result of or in connection with the design modification and/or any delay or disruption which may result therefrom. The Engineer may, if he considers the request to be practical, indicate his agreement thereto. The Engineer shall be under no obligation to agree to any such request or to undertake any such modification and shall not be taken to have agreed to do so unless such agreement is expressly stated in writing. Should the Engineer agree to any such request made by the Contractor in accordance with the sub-paragraph (3), the Engineer will within a reasonable period modify the design as necessary. The Employer shall be entitled to deduct




from monies due to the Contractor the cost of the modification to the design or may recover the same as a debt. Any modification to the design in accordance with this paragraph shall not be treated as a variation for any purposes under the Contract and the relevant work shall be measured for payment in accordance with the design as it stood before the making of such modification.

(4) Should the actual position of any piles at the time of incorporation into the structure varying by more than 10mm from the anticipated positions provided by the Contractor, concreting of the structure shall be delayed until process set out in Sub-paragraph (3) is repeated.

(5) The Engineer shall consult with the Employer with respect to any request that may be received from the Contractor in accordance with subparagraph (3) of this paragraph and shall be entitled to give effect to the Employer’s wishes and instructions in respect thereof. The Employer shall be entitled to specify any conditions which it requires to be agreed by the Contractor prior to any request made pursuant to sub-paragraph (3) being agreed by the Engineer.

(6) The Contractor shall be obliged to continue with the Works with due diligence without regard to and irrespective of any request which may be under consideration pursuant to this paragraph. The Contractor shall have no entitlement to any extension of time or to receive any monetary compensation as a result of or in connection with any delay which he may incur as a result of or in connection with any request made pursuant to this paragraph or the time which may be taken by the Engineer to consider and respond to the same or in connection with any conditions imposed by the Employer all of which shall be at the Contractor’s sole risk.




Table 17.1: Tolerances of installed piles

Description Tolerance

Marine Piles

Maximum deviation from specified position in plan, measured at cut-off level, of individual piles within the completed works, including translation deviation

100 mm

Maximum deviation from driven position. Translation* : 50 mm

Maximum deviation from vertical 1 in 50

Maximum deviation of raking piles from specified Batter

Maximum deviation of raking piles from specified plan orientation

1 in 50

1 degree

Minimum length above cut-off level after installation of pile is complete

Maximum deviation from specified cut-off level

600 mm

10 mm

* Translation shall mean horizontal movement of the pile in any direction from the driven position

4.13 RECORDS OF PILING WORKS

4.13.1 RECORDS OF PILES DELIVERED

Records of prefabricated piles shall be kept by the Contractor on the Site and submitted to the Engineer at the time the piles are delivered to the Site. The records shall include test certificates, analyses and mill sheets for steel piles and proprietary piles.

4.13.2 RECORDS OF PILE DRIVING AND CONCRETE PILE INFILLS

(1) The Contractor shall keep records during the installation of each pile and shall provide four signed copies of the driving records and set measurement no later than noon of the next working day after the pile was installed, or the infill concrete poured. The Contractor shall also provide four signed copies of the piling summary at the end of each week. The signed records will form a record of the work. Any unexpected driving or boring conditions shall be briefly noted in the records.




(2) Temporary compression records shall be taken for every pile in conjunction with set measurements.

(3) The record forms shall be presented on standard forms as shown in Appendix 17.2. Appendix 17.2 shall be adapted and augmented as agreed with the Engineer to include all the following information:

(i) For driven steel bearing piles

(a) Pile reference number (location)

(b) Pile Type

(c) Nominal cross-sectional dimensions or diameter

(d) Length of pile driven

(e) Date and time of driving (and re-driving)

(g) Date of concreting

(h) Ground level at commencement of installation of pile

(i) Working platform level

(j) Depth from working platform level to pile toe

(k) Toe level

(l) Pile head level

(m) Pile cut off level

(n) Length of follower

(o) Length of completed pile

(p) Type, weight, drop and mechanical condition of hammer and equivalent information for other equipment

(q) Number and type of packing used and type and condition of dolly used during driving the pile

(r) The sets taken at intervals during the last 6 m of driving

(s) Final set of pile

(t) Temporary compression of ground and pile from time of a marked increase in driving resistance until pile reaches its final level

(u) Soil samples taken and in situ tests carried out

(v) All information regarding obstructions, delays and other interruptions to the works.




(w) Length and number of tubes cast in for sonic testing purposes.

(ii) Where concrete pile infill is provided:

(a) Concrete mix

(b) Volume of concrete supplied

(iii) Where piles are subject to tension force, the following additional information shall be provided:

(a) Length of permanent steel casing

(b) Reduced level at top of soil plug

(c) Date and results of tension tests

(d) Volume and date of concrete plug pour

(e) Reduced level at top of concrete plug.

4.13.3 RECORDS OF LOAD TESTS ON PILES

Records of load tests shall be kept by the Contractor on the Site. Reports shall be submitted to the Engineer as required in paragraph 17.1A.5.

4.13.4 RECORD DRAWINGS

Record drawings of installed piles shall be prepared by the Contractor and two copies shall be submitted to the Engineer within 14 days of completing the piles, in each bay of quay deck. The drawings shall include the as-constructed coordinates of the centre of each pile at cut-off level, the final depth and cut-off level of each pile and other information required by the Engineer.

4.14 TESTING: LOAD TESTS ON PILES

4.14.1 TESTING: STATIC LOAD TEST ON PILES

(1) Piles shall be tested after installation under static compression load and under static tension load as directed by the Engineer. Static tension load tests to piles with anchors shall include mobilizing the resistance of the anchor, pile weight and frictional resistance of the embedment length of the anchor prior to testing. All tests shall be carried out by the Contractor in the presence of the Engineer under the direction of a qualified and experienced Contractor's engineer who shall record the results. Tests shall be carried out as soon as practicable after the Engineer's instruction to carry out the test.




(2) For each individual bay of berth structure supported on steel tubular piles, static load test shall be carried out on at least 1 percent of the piles selected by the Engineer.

(3) The geotechnical conditions at the pile position, shall be determined by the Contractor prior to any pile load test by existing drill hole records near the test location.

(4) The Contractor shall submit for the agreement of the Engineer details of the test procedure that he proposes to adopt, together with full details of the kentledge, supports, measurement devices etc. at least 4 weeks before any testing work is due to commence. The method and procedures for static load tests to determine the settlement of the pile under load shall conform with the requirements of Appendix 17.1A. The method and procedures for tension load tests to determine the upward movement of the pile under tension load shall conform with the requirements of Appendix 17.1B.

(5) The test load on piles shall not be applied until a minimum seven days after driving to final set. Steel tubular piles shall be tested before any concrete infill is placed.

4.14.2 COMPLIANCE CRITERIA: STATIC LOAD TEST ON PILES

On completion of testing in accordance with paragraph 17.1A.5, the results of load tests on piles shall comply with the following:

(1) A pile shall be considered to have failed a static compression load test when any of the following conditions apply:-

(a) When loaded to and unloaded from 100% of the required working load in compression, the residual settlement exceeds 4mm after the rate of recovery is less than 0.1 mm/hour observed in a period of not less than 15 minutes.

(b) When loaded to and unloaded from 200% of the required working load in compression, the residual settlement (including that from the 100% load cycle) exceeds 8mm after the rate of recovery is less than 0.1 mm/hour observed in a period of not less than 15 minutes.

(c) The test loading (compression) as specified in the Contract has not been sustained.

(d) The maximum settlement at the head of the pile during the test exceeds the value




2WL + D + 4 mm

AE 120

where - W is the required working load in compression in kN;

- L is the length of the pile in mm;

- A is the cross section of the pile in mm2;

- E is the Young's modulus for the material of the pile in kN/mm2;

- D is the least lateral dimension of the pile in mm.

In the context of this paragraph, required working load in compression shall be taken to mean the maximum required working load in compression for any of the group of piles represented by the test.

(2) A pile shall be considered to have failed a static tension load test when any of the following conditions apply:-

(a) When loaded to 150% of the required working load in tension, total upward movement exceeds 15mm.

(b) When unloaded from 150% of the required working load in tension, the permanent set (residual upward movement) exceeds 8mm.

(c) The test load (tension) as specified in the Contract has not been sustained. In the context of this paragraph, required working load in tension shall be taken to mean the maximum required working load in tension for any of the group of piles represented by the test.

4.14.3 NON-COMPLIANCE: LOAD TESTS ON PILES

If the result of any load test on piles does not comply with the specified requirements for settlement, the Contractor shall submit remedial proposals to the Engineer for approval.

4.15 TESTING: NON-DESTRUCTIVE TESTS ON WELDS IN PILES

415.1 GENERAL

(1) The Contractor shall submit the following information to the Engineer at least two weeks before testing:

(a) The name and address of the proposed testing organization;




(b) Qualifications and experience of the organization's staff to be employed in carrying out and interpreting the testing;

(c) Written evidence of the organization's recent experience of undertaking the specified type of testing on similar projects;

(d) One copy of the proposed test report form;

(e) A method statement for each type of test proposed;

(f) the number and location of piles to be tested

(g) the stage in the programme of works when the testing is to be carried out

(h) Preparation of pile for testing where appropriate

(2) The Contractor shall not carry out any testing of a concrete pile until at least 7 days after it has been cast, and at least 12 hours in the case of a preformed pile.

(3) All tests shall be carried out under the direction of an experienced and competent supervisor conversant with the test equipment and test procedure and acceptable to the Engineer. All personnel operating the test equipment shall have been trained in its use.

(4) The Contractor shall ensure that damage does not occur to complete piles.

4.15.2 TESTING: NON-DESTRUCTIVE TESTS ON WELDS IN PILES

(1) All welds for steel tubular piles shall be visually inspected in accordance with BS EN 970. After visual inspection, non-destructive testing shall be carried out on all butt welds unless otherwise specified in the Contract.

(2) The number and type of non-destructive tests on welds in piles shall be as stated in the Contract or instructed by the Engineer. For welding carried out in a controlled factory/workshop, radiographic tests shall be carried out. For welding carried out on site, magnetic particle flaw detection method plus ultrasonic tests shall be carried out.

(3) Examination and testing of welds shall be carried out after post-weld heat treatment and before the application of protective coatings. De-burring, dressing, grinding, machining and peening shall be carried out after the visual inspection for cracks, surface pores and joint fit-up and before other inspections and tests are carried out.




(4) Radiographic tests shall comply with BS EN 1435 unless otherwise stated in the Contract and ultrasonic tests shall comply with BS EN 1714. Magnetic particle flaw detection method shall be in accordance with BS 6072. The particular standard or part of standard to be used shall be appropriate for the joint geometry, material and production requirements and shall be as agreed by the Engineer. Welds shall be dressed to facilitate ultrasonic examinations.

(5) Welding carried out off Site shall be tested as required by the standard under which the pile is fabricated. For standard rolled sections the acceptance standard for radiographs shall be in accordance with ASME ”Boiler and Pressure Vessel Code” section 8. For tubular steel piles the acceptance standard for radiographs shall be in accordance with API Standard 1104.

(6) Initially full radiographic tests shall be carried out on all welding carried out in a controlled factory/workshop. If these indicate that satisfactory results are being consistently obtained, testing may be reduced, if approved by the Engineer, in stages to one radiograph 300 mm long shall be made for not less than 10% of the number of welded connections of the piles. Such intermittent testing shall be at positions selected by the Engineer.

4.15.3 NON-COMPLIANCE: NON-DESTRUCTIVE TESTS ON WELDS IN PILES

If the result of any test on a weld in a pile does not comply with the specified requirements, the complete weld shall be cut out, the joint shall be re-welded and the weld shall be tested.

4.16 TESTING: INTEGRITY TESTS

4.16.1 PROVISION FOR INTEGRITY TESTING OF CONCRETE IN PILES

(1) Tubes to provide access for the integrity testing of concrete in pile by sonic techniques shall be installed in the concrete infill over the full length of the infill.

(2) Sonic access tubes shall be of 50mm internal diameter galvanised iron pipes and shall be water-tight. For piles up to 900 mm in diameter three tubes shall be provided and for piles of greater diameter four tubes shall be provided.

(3) The sonic access tubes shall be cast within the pile, straight and continuous, parallel to each other and equally spaced around the perimeter of the pile with a minimum cover to the inside of the steel tube




of 85mm and shall be placed parallel to and securely fixed to the reinforcement cage. Tubes shall terminate 300mm above the base and top of concrete level, and shall be filled with water and adequately sealed at both ends before concreting.

(4) After concreting all tubes shall be proved as unobstructed over their full length. Where access tubes on piles selected for sonic testing are blocked, the Contractor shall either remove the blockage or provide alternative access for the sonic testing to the satisfaction of the Engineer.

(5) When testing is completed and results analyzed to the satisfaction of the Engineer, all sonic access tubes shall be cut flush with the top of the concrete and filled with a 45MPa grout.

4.16.2 TESTING: INTEGRITY TESTING OF IN-SITU CONCRETE TO PILES

(1) Sonic testing of in-situ concrete in piles to verify the homogeneity and integrity and extent of the hardened concrete shall be carried out on the first 2 piles in which concrete is poured and 10 percent of other piles selected by the Engineer from each individual bay of each berth structure supported on steel tubular piles.

(2) A specialist-testing consultant appointed by the Contractor and approved by the Engineer shall conduct the sonic tests. The Contractor shall submit the proposed procedures for sonic tests to the Engineer for approval at least 14 days before concreting.

(3) The equipment for sonic testing shall consist of a signal transmitter probe and a signal receiver probe, which may be lowered into the tubes installed in the piles either in tandem or singly. The results of the sonic testing shall be displaced on a recording oscilloscope at the top of the pile.

(4) The signal emitted by the transducer shall be in the spectrum of 100Hz to 60kHz and of variable emission pulse rate between 1 and 20 cycles per second to suit the testing requirements.

(5) The recording oscilloscope shall be of the storage type with signal modulation representation of the received signal on a horizontal tracing: bright spots correspond to peaks and signal blanks to troughs.

(6) Measurements shall be taken between adjacent tubes and diagonal tubes where applicable.

(7) The Contractor shall ensure that the probe matches the tube diameter to minimize concrete-tube-probe signal alternation or misleading results will arise.




(8) Results shall be in the form of time delay versus pile depth. The results shall be recorded on the oscilloscope screen and photographed. The testing consultant shall submit the test reports and photographic traces directly to the Engineer within 48 hours of making the tests. The submitted materials shall become the property of the Employer.

(9) Voids formed by the steel tubes shall be pressure-grouted in accordance with the Contract at such times as agreed with the Engineer.

4.16.3 NON-COMPLIANCE: INTEGRITY TESTING OF IN-SITU CONCRETE TO PILES

(1) If the result of any integrity test on a pile does not comply with the specified requirements, additional tests shall be carried out. The number of additional tests shall be as instructed by the Engineer.

(2) In the event that any anomaly is found in the results of such testing, the Engineer may call for further testing to be carried out or for the relevant part of the pile to be exposed where practicable for inspection, in order to investigate the cause, nature and extent of the anomaly and whether the pile is satisfactory for its intended use.

4.16.4 TESTING: DYNAMIC LOAD TEST ON PILES

(1) For each individual bay of berth structure supported on steel tubular piles, dynamic testing shall be carried out on at least 20 percent of the piles selected by the Engineer.

(2) Dynamic testing shall be executed by an approved laboratory, and the tests shall be carried out using the Case-Goble method as performed by a Pile Driving Analyzer (P.D.A.). The computer programme CAPWAP shall also be used, in conjunction with the P.D.A., to verify the P.D.A. output and also to determine the frictional distribution and tension capacity of piles.

(3) Generally, the dynamic testing will be carried out during the initial driving of piles. In addition, dynamic testing during restriking of some piles shall be required. For these tests, the Contractor shall restrike the piles with the approved pile driving hammer as required for the purposes of the test.

(4) The Contractor shall provide all necessary access to the pile and a covered shelter to facilitate P.D.A. testing. The P.D.A. testing personnel shall attach the gauges to the pile prior to each test and the Contractor shall provide drilled and tapped holes or studs for the attachment of gauges.




(5) Any pile which is tested with the P.D.A. equipment and found not to meet the ultimate load capacity shall be rejected by the Engineer, and be required to be redriven.

(6) If the Engineer considers that a rejected pile is representative of other untested piles, the latter piles shall be rejected and be required to be redriven. The Engineer will consider that a pile is representative of other untested piles if these piles have similar lengths, recorded sets, temporary compressions for similar driving energy

4.17 STANDARDS AND CODES OF PRACTICE

4.17.1 STANDARDS

The latest standards and other codes referred to in the Specification shall be the latest version or as agreed by the Engineer. Standards and other codes and publications relevant to this section of the Specification shall include but be not limited to:

BS 4872-1:1982 Specification for approval testing of welders when welding procedure approval is not required. Fusion welding of steel

BS EN 1997-2:2007 Eurocode 7. Geotechnical design. Ground Investigation and testing

BS EN ISO 22475-1:2006 Geotechnical investigations and testing. Sampling methods and groundwater measurements. Technical principles for execution

BS EN ISO 14688-1:2002 Geotechnical investigation and testing. Identification and classification of soil. Identification and description

BS EN ISO 22476-2:2005 Geotechnical investigation and testing. Field testing. Dynamic probing

BS EN ISO 14689-1:2003 Geotechnical investigation and testing. Identification and classification of rock. Identification and description

BS EN ISO 14688-2:2004 Geotechnical investigation and testing. Identification and classification of soil. Principles of classification

BS EN ISO 22476-3:2005 Geotechnical investigation and testing. Field testing. Standard penetration test

BS 6072:1981 Method for magnetic particle flaw detection

BS EN 1997-1:2004 Euro code 7. Geotechnical design. General rules

BS EN 287-1:2004 Qualification test of welders. Fusion welding. Steels

BS EN 970:1997 Non-destructive examination of fusion welds. Visual examination




BS EN 996:1995+A3:2009 Piling equipment - safety requirements

BS EN 1011-1:2009 Welding. Recommendations for welding of metallic materials. General guidance for arc welding

BS EN 1435:1997 Non-destructive examination of welds. Radiographic examination of welded joints

BS EN 1714:1998 Non destructive testing of welded joints. Ultrasonic testing of welded joints

BS EN 10300:2005 Steel tubes and fittings for onshore and offshore pipelines. Bitumen hot applied materials for external coating

BS EN ISO 15614-1:2004 Specification and qualification of welding procedures

+A1:2008 for metallic materials. Welding procedure test. Arc and gas welding of steels and arc welding of nickel and nickel alloys

TIS 1499-2541:1988 Hot-rolled carbon steel coil, strip, plate and sheet for welded structure

ANSI/API Specification 5L:2007 Specification for Line Pipe API Standard 1104:2010 Welding of Pipelines and Related Facilities




APPENDIX 4.1A

STATIC COMPRESSION LOAD TEST ON PILES

4.1A.1 This method covers the determination of downward movement of piles under a static compression load sustained for a designated period of time.

4.1A.2 The equipment and procedures for applying and measuring the static compression load shall include, as necessary, measures to ensure that the pile under test load is sufficiently stable to safely sustain that load, and comply with the following requirements :

(a) For tests on vertical piles, the reaction system against the applied load shall be provided by ken ledge. The reaction system for compression tests on raking piles shall be agreed with the Engineer.

(b) In all cases the resultant force of the reaction system shall be coaxial with the test pile. The reaction system shall be adequate to provide a force on the pile at least 10% more than the maximum test load specified.

(c) Where ken ledge is used it shall be supported on cribwork disposed around the pile head or other means approved by the Engineer. The earing pressures and loads from the supports shall be such as to ensure the stability of the ken ledge stack whilst not distressing the underlying support medium.

(d) Load shall be applied to the pile by jacking against the reaction system. Methods involving the support of the reaction system directly on the pile or pile cap shall not be used.

(e) The distance from the centre of the test pile to the nearest part of the crib supporting the reaction system shall not be less than 2 meters.

(f) The centre to centre spacing between vertical reaction piles and test pile shall not be less than five times the largest dimension of the test pile or 2.5 meters, whichever is the greater.

(g) The equipment used for applying load shall consist of one or more rams or jacks. The total capacity of the jacks shall be at least equal to the required maximum load. The jack or jacks shall be arranged in conjunction with the reaction system to deliver an axial load to the test pile. If more than one jack is used, then all jacks shall be on a common system to ensure equalization of load. A steel bearing plate shall be set into the top of the pile or pile cap at right angles to the pile axis and shall be of sufficient strength to distribute the load on the head of the pile. The equipment shall apply the load to the pile through a spherical seating to ensure axial loading.




(h) The equipment shall be capable of adjustment throughout the test to obtain a smooth increase of load or to maintain each load constant at the required stages of a maintained loading test.

(i) The load measuring device shall be accurate to within 5% of the indicated load. The measuring device shall be calibration over a long enough time period to cover from the start of the test to the completion of the calibration.

4.1A.3 The equipment used for measurement of movement shall be as follows:-

(a) The reference beam or beams shall be simply supported either on foundations or stakes placed sufficiently far from the pile and the reaction system as to be unaffected by ground movements resulting from the test; the distance shall not be less than 5 times the largest pile dimension or 2.5 meters except that where it is impracticable to achieve these distances the beam shall be checked for movement by leveling at each load increment during the test or on other parts of the structure which are not affected by the reaction system.

(b) The measurement of movement shall be made by at least three dial gauges rigidly mounted on the reference frame bearing on surfaces normal to the pile axis fixed to the pile cap or head. Alternatively the gauges may be fixed to the pile and bear on surfaces on the reference frame. The dial gauges shall be placed symmetrically around and equidistant from the pile axis. Dial indicator tips shall bear on smooth plane surfaces (such as small pieces of flat glass glued to the pile cap). The accuracy of the assembly shall be such that the accuracy of measurement is + 0.1mm.

4.1A.4 The procedure for testing shall be as follows:-

(a) Piles shall be tested to not less than twice the required working load in compression shown on the Drawings. In the context of this paragraph, required working load in compression shall be taken to mean the maximum required working load in compression for any of the group of piles represented by the test.

b) The pile under test shall not be impeded from movement under the test load by bracing or other restraints.

(c) Loading and unloading shall be carried out in stages as shown in the Table 17.1.1 unless otherwise specified.

(d) Following application of each increment of load the load shall be held until the rate of settlement is less than 0.1mm in 20 minutes and reducing, but in no case for a period less than value shown in Table 4.1.1.

(e) The load after each stage of unloading shall be kept constant until the rate of recovery does not exceed 0.1mm in 20 minutes except for the period marked * in




which case the next stage of unloading may proceed after the expiry of the period stated in Table 4.1.1

(f) During the loading stages the load, time and settlement, shall be recorded immediately on reaching the load and at 15 minute intervals approximately for 1 hour, at 30 minute intervals between 1 hour and 4 hours, and at 1 hour intervals after 4 hours from the application of the increment of load, as applicable, and immediately before the next increase of load.

(g) During the unloading stages, the load, time and settlement, shall be recorded immediately upon reaching the load, and again upon reaching the end of the period

(h) During the test a plot of load and settlement versus time and load versus settlement shall be made

TABLE 17.1.1: SEQUENCE OF LOADING FOR STATIC COMPRESSION TEST

Load % of Required Working Load in Compression Minimum Time of Holding Load

25 1 hour 50 1 hour 75 1 hour

100 1 hour 50 10 minutes * 0 1 hour

25 1 hour 50 1 hour 75 1 hour

100 1 hour 125 1 hour 150 1 hour 175 1 hour 200 72 hours 175 20 minutes 150 20 minutes 125 20 minutes 100 20 minutes 75 20 minutes 50 20 minutes 25 20 minutes 0 1 hour




4.1A.5 The test report shall include the following information:-

(a) The report shall contain a description of the subsurface conditions and shall include a drawing showing the position of drill holes relative to the pile test in plan and level.

(b) The section of the report on pile construction and installation shall include the information listed in paragraph 4.13.2 together with the following:-

(i) A description of the pile including type of pile, length of pile as driven, length tested, length embedded, wall thickness, and butt and tip details and dimensions, together with all data concerning driving and testing.

(ii) A description of the pile-driving record or redriving records including the set throughout the pile length.

(iii) Remarks concerning any unusual occurrences or damage to the pile during the driving or loading of the pile, together with:-

Date pile was driven

Date pile was tested

Pile (mandrel) weight

Identification of test pile

Description of jetting or pre-drilling, or both

(iv) Results of acceptance tests on pile materials and a note on surface treatment, if any, of piles.

(v) The reduced level from which the pile was driven.

(c) The section of the report on test layout and equipment shall include:-

(i) Drawings and photographs showing the locations and size of reaction and loading equipment, the deflection measurement equipment, the test pile and pile cap and the position of reference level marks.

(ii) An assessment of the accuracy of deflection measurement with particular reference to the movement of the reference beam or wire supports due to loading or temperature variation.

(iii) Calibration immediately before the test for the gauge coupled to the hydraulic jack and for any other load devices.




(d) The section of the report detailing test procedure and results shall include the following :-

(i) A tabulation of the loads, settlement and rebound readings during the loading and unloading of the pile indicating times involved. The table shall clearly indicate whether the results are uncorrected readings or readings after corrections for calibration, movement of datum points, etc.

(ii) A graphic representation of the test results in the form of a load-settlement curve and time-settlement curve in the format shown in BS EN 1197-1:2004, Figure 15(a). Such curves shall include all necessary corrections.

(iii) An assessment of the effect of the reaction systems on the

(e) 4 copies of the report shall be provided to the Engineer within seven days of completion of the test.




APPENDIX 4.1B

STATIC TENSION LOAD TEST ON PILES

4.1B.1 This method covers the determination of upward movement of piles under a static tension load sustained for a designated period of time.

4.1B.2 The equipment and procedures for applying and measuring the static tension load shall include, as necessary, measures to ensure that the pile under test load is sufficiently stable to safely sustain that load, and comply with the following requirements :

(a) The reaction system against the applied load shall be provided by compression piles or rafts constructed on the ground.

(b) In all cases the resultant force of the reaction system shall be coaxial with the test pile. The reaction system shall be adequate to provide a force on the pile at least 10% more than the maximum test load specified.

(c) The selected test pile shall extend at least 3.5m above the cut-off level shown on the Drawings. If necessary it shall be extended with a full penetration butt weld connection. Support brackets will be welded onto the length above the cut-off level shown on the Drawings.

(d) The equipment used for applying load shall consist of one or more rams or jacks. The total capacity of the jacks shall be at least 10% more than the maximum test load. The jack or jacks shall be arranged in conjunction with the reaction system to deliver an axial load to the test pile. If more than one jack is used, then all jacks shall be on a common system to ensure equalization of load.

(e) The equipment shall be capable of adjustment throughout the test to obtain a smooth increase of load or to maintain each load constant at the required stages of a maintained loading test.

(f) The load measuring device shall be accurate to within 5% of the indicated load. The measuring device shall be calibrated immediately before and after the load test and its construction shall be such that it has a stable calibration over a long enough time period to cover from the start of the test to the completion of the calibration.

4.1B.3 The equipment used for measurement of movement shall be as follows:-

(a) The reference beam or beams shall be simply supported either on foundations or stakes placed sufficiently far from the pile and the reaction system as to be unaffected by ground movements resulting from the test. The distance shall not be less than 5 times the largest pile dimension or 2.5 meters except that where it is impracticable to achieve these distances the beam shall be checked for




movement by leveling at each load increment during the test or on other parts of the structure which are not affected by the reaction system.

(b) The measurement of movement shall be made by at least three dial gauges rigidly mounted on the reference frame bearing on surfaces normal to the pile axis fixed to the pile cap or head. Alternatively the gauges may be fixed to the pile and bear on surfaces on the reference frame. The dial gauges shall be placed symmetrically around and equidistant from the pile axis. Dial indicator tips shall bear on smooth plane surfaces (such as small pieces of flat glass glued to the pile cap).

(c) The accuracy of the assembly shall be such that the accuracy of measurement is + 0.1mm.

4.1B.4 The procedure for testing shall be as follows:-

(a) Piles shall be tested to tension loads given in sub-paragraph (c) below. In the context of this paragraph, the required working load in tension shall be taken to mean the maximum required working load in tension as shown on the Drawings for any of the group of piles represented by the test.

(b) The pile under test shall not be impeded from movement under the test load by bracing or other restraints.

(c) Loading and unloading shall be carried out in stages as shown in Table 17.1.2 unless otherwise specified where:

Stage 1 Loading = 1.0 times required working load in tension

Stage 2 Loading = 1.5 times required working load in tension

(d) Following application of each increment of load the load shall be held until the rate of movement is less than 0.03 mm/min. and reducing, but in no case for a period less than the value shown in Table 4.1.2

(e) The load after each stage of unloading shall be kept constant until the rate of recovery does not exceed 0.03mm/min.

(f) During the loading stages the load, time and settlement, shall be recorded immediately on reaching the load and at 15 minute intervals approximately for 1 hour, at 30 minute intervals between 1 hour and 4 hours, and at 1hour intervals after 4 hours from the application of the increment of load as applicable, and immediately before the next increase of load.

(g) During the unloading stages, the load, time and settlement, shall be recorded immediately upon reaching the load, and again upon reaching the end of the period.




(h) During the test a plot of load and settlement versus time and load versus settlement shall be made.

TABLE 17.1.2: SEQUENCE OF LOADING FOR STATIC TENSION TEST

Load Minimum Holding Time

25% of Stage 1 loading 1 Hour




75% of Stage 1 loading 10 Minutes







100% of Stage 2 loading 72 Hours





4.1B.5 The test report shall include the following information:-

(a) The report shall contain a description of the subsurface conditions and shall include a drawing showing the position of drill holes relative to the pile test in plan and level.




(b) The section of the report on pile construction and installation shall include the information listed in paragraph 4.13.2 together with the following:-

(i) A description of the pile including type of pile, length of pile as driven, length tested, length embedded, wall thickness, and butt and tip details and dimensions, together with all data concerning driving and testing.

(ii) A description of the pile-driving record or redriving records including the set throughout the pile length.

(iii) Remarks concerning any unusual occurrences or damage to the pile during the driving or loading of the pile, together with:-

Date pile was driven

Date pile was tested

Pile (mandrel) weight

Identification of test pile

Description of jetting or pre-drilling, or both

(v) Results of acceptance tests on pile materials and a note on surface treatment, if any, of piles.

(vi) The reduced level from which the pile was driven.

(c) The section of the report on test layout and equipment shall include:-

(i) Drawings and photographs showing the locations and size of reaction and loading equipment, the deflection measurement equipment, the test pile and pile cap and the position of reference level marks.

(ii) An assessment of the accuracy of deflection measurement with particular reference to the movement of the reference beam or wire supports due to loading or temperature variation.

(iii) Calibration immediately before the test for the gauge coupled to the hydraulic jack and for any other load devices.

(d) The section of the report detailing test procedure and results shall include the following :-

(i) A tabulation of the loads, upward movement and rebound readings during the loading and unloading of the pile indicating times involved. The table shall clearly indicate whether the results are uncorrected readings or readings after corrections for calibration, movement of datum points, etc.




(ii) A graphic representation of the test results in the form of a load-movement curve and time-movement curve in the format shown in BS EN 1197-1:2004, Figure 15(a). Such curves shall include all necessary corrections.

(iii) An assessment of the effect of the reaction systems on the movement, and where appropriate, the ultimate tension.

(e) 4 copies of the report shall be provided to the Engineer within seven days of completion of the test

PILE DRIVING RECORD APPENDIX 14.2




Contract No.

Contract Title.

Pile Data Pile Reference

No.

Type Size (mm) Rake

Preformed Length (m)

Drive System Data Hammer

Type Mass (kg)

Drop (at set) (mm) Rate Energy (kJ)

Helmet (dolly & anvil)

Type Mass (kg)

Packing

Type Condition

Thickness (mm)

Levels Commencing Ground

Level (MSL)

Reference Working

Level (MSL)

Date &

Time

Drop (m)

Depth penetrated

(m)

No. of blows (See Note)

Cumulative No. of blows

Length of individual segments, location of splices and tests

carried out

Remarks (State details of

obstruction, delays,

interruptions)

Note: per 0.25 m for top 3.0 m of pile

(*delete as appropriate)

PILE DRIVING RECORD




Temporary compression record (on graph paper graduated in millimeters to be pasted in space below)

Final penetration depth (mm)

Top of pile level (MSL)

Temporary compression (mm)

Cut off level (MSL)

Final set (blows/25 mm)

Pile head level (MSL) Final toe level (MSL)

Deviations

Reported by Verified by

_______________________________ _______________________________ Contractor’s Representative Engineer

Date: Date:

Deviation from plumb or rake

Deviation at cut-off level (mm) x-x y-y

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