HA 2022 B1 Foundation 2667-2768

HONG KONG HOUSING AUTHORITY
SPECIFICATION LIBRARY 2022 (BATCH 1) EDITION
Foundation Works Specification

PILING AND FOOTING
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PIL PILING AND FOOTING
Specification Library 2022 Edition (Batch 1) PIL /1

PILING AND FOOTING PIL > TABLE OF CONTENTS
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PIL1 PILING AND FOOTING ......................................................................... 12

GENERAL ................................................................................................................................. 12
DEFINITIONS .................................................................................................................................. 12
PIL1.G010.9 DEFINITIONS .................................................................................................. 12
PIL1.G020.9 CODE OF PRACTICE FOR FOUNDATIONS 2017....................................... 12
DESIGN RESPONSIBILITY .......................................................................................................... 12
PIL1.G110.9 DESIGN RESPONSIBILITY ........................................................................... 12
STANDARDS .................................................................................................................................... 12
PIL1.G210.9 PILING.............................................................................................................. 12
PIL1.G220.9 PILE CAPS AND FOOTINGS ......................................................................... 12
PIL1.G230.9 STATUS OF THE SPECIFICATION .............................................................. 12
PIL1.G240.9 OTHER WORKSECTIONS ............................................................................. 13
PIL1.G250.9 CONTRACTOR'S DESIGN FOR CONTRACTOR'S DESIGN
PILING CONTRACT / COMBINED PILING AND BUILDING
CONTRACT ..................................................................................................... 13
PILE TYPES ..................................................................................................................................... 13
PIL1.G310.9 GENERAL ........................................................................................................ 13
PIL1.G320.9 TYPE 1 PILES .................................................................................................. 13
PIL1.G330.9 TYPE 2 PILES .................................................................................................. 13
PIL1.G340.9 TYPE 3 PILES .................................................................................................. 13
PIL1.G350.9 TYPE 4 PILES FOR ENGINEER'S DESIGN PILING CONTRACT /
COMBINED PILING AND BUILDING CONTRACT ................................... 13
PIL1.G355.9 TYPE 4 PILES FOR CONTRACTOR'S DESIGN PILING
CONTRACT / COMBINED PILING AND BUILDING CONTRACT ........... 13
PIL1.G375.9 TYPE 7 PILES .................................................................................................. 14
PIL1.G380.9 ALTERNATIVE TYPES OF PILE - FOR CONTRACTOR'S DESIGN
CONTRACT ..................................................................................................... 14
SITE INVESTIGATION.................................................................................................................. 14
PIL1.G410.9 PRELIMINARY INVESTIGATIONS.............................................................. 14
PIL1.G420.9 EXISTING BOREHOLE INFORMATION ..................................................... 15
PIL1.G430.9 CONTRACTOR'S RESPONSIBILITY ............................................................ 15
PIL1.G440.9 ADDITIONAL INVESTIGATIONS ................................................................ 15
PIL1.G450.9 DEFINITION OF "BEDROCK" ....................................................................... 15
PIL1.G460.9 WORKS REQUIRED TO BE CARRIED OUT BY A RSC(GIFW)
UNDER THE CONTRACT .............................................................................. 16
PIL1.G470.9 BACKFILLING OF DRILLHOLES................................................................. 16
APPROVED CONTRACTORS AND SUBCONTRACTORS ..................................................... 16
PIL1.G510.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR
ENGINEER'S DESIGN PILING CONTRACT ................................................ 16
CONTRACTOR'S DESIGN PILING CONTRACT ......................................... 17

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ENGINEER'S DESIGN COMBINED PILING AND BUILDING
CONTRACT ..................................................................................................... 17
CONTRACTOR'S DESIGN COMBINED PILING AND BUILDING
CONTRACT ..................................................................................................... 18
PIL1.G520.9 SUB-CONTRACTOR FOR CONSTRUCTION OF FOOTING - FOR
BUILDING CONTRACT WITH FOOTING CONSTRUCTION.................... 18
PIL1.G530.9 DEFINITION OF "PILING SUBCONTRACTOR" FOR ENGINEER'S
DESIGN PILING CONTRACT / COMBINED PILING AND
BUILDING CONTRACT ................................................................................. 19
PIL1.G535.9 DEFINITION OF "PILING SUBCONTRACTOR" FOR
CONTRACTOR'S DESIGN PILING CONTRACT / COMBINED
PILING AND BUILDING CONTRACT ......................................................... 19
PIL1.G540.9 DEFINITION OF "PILING SUB-SUBCONTRACTOR" FOR
CONTRACT ONLY ......................................................................................... 19
CONTRACT ONLY ......................................................................................... 19
PIL1.G550.9 RESTRICTION ON PILING SUBCONTRACT .............................................. 20
PIL1.G560.9 RESTRICTION ON PILING SUB-SUBCONTRACT - FOR
COMBINED PILING AND BUILDING CONTRACT ONLY ....................... 20
PIL1.G570.9 INFORMATION ON PILING SUBCONTRACT ............................................ 20
PIL1.G580.9 INFORMATION ON PILING SUB-SUBCONTRACT - FOR
COMBINED PILING AND BUILDING CONTRACT ONLY ....................... 20
PIL1.G590.9 CONDITIONS ON PILING SUBCONTRACT - FOR ENGINEER'S
DESIGN PILING CONTRACT ONLY............................................................ 20
PIL1.G595.9 CONDITIONS ON PILING SUBCONTRACT - FOR
CONTRACTOR'S DESIGN PILING CONTRACT ONLY ............................. 21
PIL1.G600.9 CONDITIONS ON PILING SUBCONTRACT - FOR ENGINEER'S
DESIGN COMBINED PILING AND BUILDING CONTRACT
ONLY................................................................................................................ 22
PIL1.G605.9 CONDITIONS ON PILING SUBCONTRACT - FOR
CONTRACT ONLY ......................................................................................... 23
PIL1.G610.9 CONDITIONS ON PILING SUB-SUBCONTRACT - FOR
CONTRACT ONLY ......................................................................................... 24
CONTRACT ONLY ......................................................................................... 25
PIL1.G620.9 SUBMISSION OF CONTRACT DOCUMENTS OF PILING SUB-
CONTRACT ..................................................................................................... 26
SUBCONTRACT - FOR COMBINED PILING AND BUILDING
CONTRACT ONLY ......................................................................................... 26
DESIGN ...................................................................................................................................... 27
GENERAL ........................................................................................................................................ 27
PIL1.D010.9 GENERAL ........................................................................................................ 27
PIL1.D020.9 ACCEPTABLE PILE TYPES .......................................................................... 27
PIL1.D030.9 ACCEPTANCE OF THE DESIGN .................................................................. 27
PIL1.D040.9 DESIGN CERTIFYING CONSULTANT ........................................................ 27
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INFORMATION TO BE SUPPLIED WITH TENDER ............................................................... 27

PIL1.D110.9 SUBMISSIONS ................................................................................................ 27
PIL1.D120.9 ADDITIONAL REQUIREMENTS FOR TYPES 5, 6 AND 7 PILES ............. 27
DESIGN SUBMISSIONS................................................................................................................. 28
PIL1.D210.9 SUBMISSIONS OF PILING AND/OR FOOTING DESIGN AT
COMMENCEMENT OF THE WORKS .......................................................... 28
PIL1.D220.9 SUBMISSIONS OF AMENDMENT OF PILING AND/OR FOOTING
DESIGN ............................................................................................................ 28
DESIGN PARAMETERS ................................................................................................................ 28
PIL1.D320.9 DESIGN LOAD ................................................................................................ 28
PIL1.D330.9 TYPES OF PILE IN ONE CAP ........................................................................ 28
PIL1.D340.9 PILE SPACING ................................................................................................ 28
PIL1.D350.9 STRESS IN STEEL FOR PILING DESIGN .................................................... 28
PIL1.D360.9 STRESS IN CONCRETE FOR PILING DESIGN ........................................... 29
PIL1.D370.9 WIND EFFECT ................................................................................................ 29
PIL1.D380.9 RESISTANCE TO SLIDING, UPLIFT, OVERTURNING AND
BUOYANCY .................................................................................................... 29
PIL1.D390.9 SAFE LOAD CARRYING CAPACITY .......................................................... 29
PIL1.D395.9 SAFE LOAD CARRYING CAPACITY - TYPE 7 PILES FOR
CONTRACTOR'S DESIGN ............................................................................. 31
PIL1.D400.9 GROUP REDUCTION FACTOR .................................................................... 32
PIL1.D410.9 PILES FOUND ON BEDROCK....................................................................... 32
PIL1.D420.9 CASING THICKNESS ..................................................................................... 32
PIL1.D430.9 BOND STRENGTH IN TYPES 5 AND 6 PILES ............................................ 32
PIL1.D440.9 UNDERGROUND OBSTRUCTIONS IN TYPE 7 PILES FOR
SETTLEMENT ANALYSIS............................................................................................................ 33
PIL1.D510.9 REQUIREMENT .............................................................................................. 33
PIL1.D520.9 BLOCK SETTLEMENT AND DIFFERENTIAL SETTLEMENT ................. 33
PIL1.D530.9 SCOPE OF CALCULATIONS ......................................................................... 33
PIL1.D540.9 BASIS OF ANALYSIS..................................................................................... 33
PIL1.D550.9 SCHEDULE ...................................................................................................... 33
PIL1.D560.9 ELASTICITY MODULUS ............................................................................... 33
PIL1.D570.9 SUBMISSION - ACTUAL CONDITIONS OF INSTALLATION .................. 34
RESISTANCE TO HORIZONTAL FORCES .............................................................................. 34
PIL1.D610.9 GENERAL ........................................................................................................ 34
PIL1.D620.9 TYPE 5 PILES .................................................................................................. 34
PIL1.D630.9 HORIZONTAL RESISTANCE BY PILE CAPS ONLY ................................. 34
PIL1.D640.9 HORIZONTAL RESISTANCE BY PILES ONLY WITH PILE TOPS
FIXED AGAINST ROTATION ....................................................................... 34
PIL1.D650.9 HORIZONTAL RESISTANCE BY PILES ONLY WITH FLEXIBLE
PILE CAPS OR HINGED END CONDITIONS .............................................. 35
PIL1.D660.9 HORIZONTAL RESISTANCE BY PILES AND PILE CAPS
TOGETHER...................................................................................................... 35
PIL1.D670.9 HORIZONTAL RESISTANCE BY ROCK SOCKET ..................................... 36
NEGATIVE SKIN FRICTION ....................................................................................................... 36
PIL1.D710.9 GENERAL ........................................................................................................ 36
PIL1.D720.9 BASIC FORMULA .......................................................................................... 36
PIL1.D730.9 AVERAGE SOIL PROPERTIES ..................................................................... 37
PIL1.D740.9 GROUPING EFFECT ....................................................................................... 37
PIL1.D760.9 REDUCTION OF NEGATIVE SKIN FRICTION ........................................... 37
PILE CAP DESIGN ......................................................................................................................... 37
PIL1.D810.9 STANDARDS ................................................................................................... 37
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PIL1.D820.9 SUBMISSIONS (CONSTRUCTION OF PILE CAP IS NOT PART

OF THE CONTRACT) ..................................................................................... 37
PIL1.D830.9 SUBMISSIONS (CONSTRUCTION OF PILE CAP IS PART OF THE
CONTRACT) .................................................................................................... 37
DESIGN GUIDELINES ................................................................................................................... 38
PIL1.D910.9 MANDATORY GUIDELINES ........................................................................ 38
PIL1.D920.9 RECOMMENDED GUIDELINES ................................................................... 38
PIL1.D930.9 CONTRACTOR'S RESPONSIBILITY ............................................................ 38
MATERIALS ............................................................................................................................. 39
GENERAL ........................................................................................................................................ 39
PIL1.M010.9 INFORMATION TO BE SUPPLIED WITH TENDER .................................. 39
PIL1.M020.9 SAMPLES ......................................................................................................... 39
PIL1.M030.9 TEST CERTIFICATES .................................................................................... 39
PIL1.M040.9 QUALITY ASSURANCE ................................................................................ 39
PIL1.M050.9 COLOUR CODE SYSTEM OF STEEL PILE SECTIONS ............................. 39
STEEL PILES ................................................................................................................................... 40
PIL1.M110.9 'H' PILES AND PLATES.................................................................................. 40
PIL1.M120.9 STEEL PIPE PILES .......................................................................................... 40
PERMANENT CASINGS ................................................................................................................ 40
PIL1.M210.9 TYPE 5 PILES .................................................................................................. 40
PILE SHOES..................................................................................................................................... 40
PIL1.M310.9 GENERAL ........................................................................................................ 40
PIL1.M320.9 TYPES 1A AND 1B PILES .............................................................................. 40
PIL1.M330.9 STRAPS AND FASTENINGS FOR CAST PILE SHOES FOR
TYPES 1A AND 1B PILES .............................................................................. 41
PIL1.M340.9 TYPE 1C PILES ............................................................................................... 41
PIL1.M350.9 TYPE 4 PILES .................................................................................................. 41
GROUT AND CONCRETE ............................................................................................................ 41
PIL1.M410.9 GROUT ............................................................................................................. 41
PIL1.M420.9 GROUT FOR TYPES 5, 6 AND 7 PILES ........................................................ 41
PIL1.M430.9 FILLING TO STEEL PIPE PILES ................................................................... 41
PIL1.M440.9 CONCRETE FOR PILE CAPS AND FOOTINGS .......................................... 42
ANCILLARY MATERIALS ........................................................................................................... 42
PIL1.M510.9 PAINT FOR STEEL PILES AND STEEL OR CAST IRON
COMPONENTS................................................................................................ 42
PIL1.M520.9 WELDING ELECTRODES .............................................................................. 42
PIL1.M540.9 EARTH FILLING ............................................................................................. 42
MECHANICAL COUPLER FOR TYPE 5 PILES ....................................................................... 42
PIL1.M610.9 TYPE OF MECHANICAL COUPLER ............................................................ 42
PIL1.M620.9 SUBMISSION .................................................................................................. 42
PIL1.M630.9 QUALITY ASSURANCE SCHEME FOR MECHANICAL
COUPLER ........................................................................................................ 42
WORKMANSHIP ..................................................................................................................... 43
GENERAL ........................................................................................................................................ 43
PIL1.W010.9 REQUIREMENTS OF THE CONTRACT ....................................................... 43
PIL1.W020.9 REQUIREMENTS OF THE CONTRACTOR'S DESIGN ............................... 43
PIL1.W030.9 DELIVERY, HANDLING AND STORAGE OF PILES ................................. 43
PIL1.W040.9 COLOUR MARKINGS OF STEEL PILE SECTIONS BY
STOCKISTS OR SUPPLIERS PRIOR TO DELIVERY .................................. 43
PIL1.W055.9 CONTOUR PLAN SUBMISSION FOR TYPE 4 PILES ................................. 43
PIL1.W070.9 SUBMISSION OF DRIVING FORMULA FOR TYPE 4 PILES .................... 44
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PROTECTION ................................................................................................................................. 45
PIL1.W110.9 COATING STEEL PILES AND COMPONENTS ........................................... 45
ACCURACY AND TOLERANCES ............................................................................................... 45
PIL1.W210.9 GENERAL ........................................................................................................ 45
PIL1.W220.9 EXCESSIVE DEVIATION .............................................................................. 45
PLANT AND EQUIPMENT ........................................................................................................... 45
PIL1.W310.9 APPROVAL...................................................................................................... 45
PIL1.W320.9 SUBMISSIONS ................................................................................................ 45
PIL1.W330.9 PILE HAMMER ............................................................................................... 45
PIL1.W340.9 FOLLOWERS ................................................................................................... 46
PIL1.W350.9 VERIFICATION OF EFFICIENCY ................................................................. 46
PIL1.W360.9 VIBRATION CONTROL ................................................................................. 46
PIL1.W370.9 EXCESSIVE VIBRATION .............................................................................. 46
PIL1.W380.9 DEPLOYMENT OF SELF-OWNED PILING PLANTS FOR PILING
CONTRACT ..................................................................................................... 46
PIL1.W390.9 DEPLOYMENT OF SELF-OWNED PILING PLANTS FOR
DRIVING .......................................................................................................................................... 47
PIL1.W410.9 LENGTH OF DRIVEN PILES ......................................................................... 47
PIL1.W420.9 PROXIMITY TO CAST INSITU PILES ......................................................... 47
PIL1.W430.9 DRIVING STRESSES FOR STEEL PILES ..................................................... 47
PIL1.W440.9 TEMPORARY BRACING FOR DRVIEN PILES ........................................... 47
PIL1.W450.9 BITUMEN SLIP LAYER FOR DRIVEN PILES ............................................. 47
PIL1.W460.9 PROPRIETARY PILES WITH PROTECTIVE COATING ............................ 47
PIL1.W470.9 DRIVING PILES DESIGNED NOT TO REST ON BEDROCK - FOR
ENGINEER'S DESIGN PILING CONTRACT / COMBINED PILING
AND BUILDING CONTRACT ....................................................................... 48
PIL1.W490.9 DRIVING PILES DESIGNED TO REST ON BEDROCK .............................. 49
PIL1.W500.9 FOUNDING LEVEL OF DRIVEN PILES ....................................................... 49
PIL1.W510.9 PENETRATION OF DRIVEN PILES FOR ENGINEER'S DESIGN
CONTRACT ..................................................................................................... 49
PIL1.W515.9 PENETRATION OF DRIVEN PILES FOR CONTRACTOR'S
PIL1.W520.9 FINAL SETS OF DRIVEN PILES FOR ENGINEER'S DESIGN
CONTRACT ..................................................................................................... 49
PIL1.W525.9 FINAL SETS OF DRIVEN PILES FOR CONTRACTOR'S DESIGN
CONTRACT ..................................................................................................... 49
PIL1.W530.9 STEEL SET CHAIR ......................................................................................... 50
INSTALLATION OF TYPE 3 PILES ............................................................................................ 50
PIL1.W610.9 BELL-OUT ....................................................................................................... 50
PIL1.W620.9 RISK MANAGEMENT PLAN FOR TYPE 3 PILE ........................................ 50
INSTALLATION OF TYPES 5, 6 AND 7 PILES ......................................................................... 50
PIL1.W710.9 GENERAL ........................................................................................................ 50
PIL1.W720.9 TRIAL PILES ................................................................................................... 50
PIL1.W730.9 INCLINATION OF PILES ............................................................................... 51

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PIL1.W740.9 CHANGE IN SUB-SOIL CONDITIONS FOR ENGINEER'S DESIGN

CONTRACT ..................................................................................................... 51
PIL1.W745.9 CHANGE IN SUB-SOIL CONDITIONS FOR CONTRACTOR'S
PIL1.W750.9 PREBORED HOLE AND COVER FOR TYPE 6 PILES ................................ 51
PIL1.W760.9 TEST BORING PROPOSAL FOR TYPE 6 PILES ......................................... 51
PIL1.W770.9 TEST BORING PROPOSAL - TYPE 7 PILES FOR
PIL1.W775.9 TEST BORING PROPOSAL - TYPE 7 PILES FOR ENGINEER'S
DESIGN ............................................................................................................ 52
PIL1.W780.9 INSTALLATION PROCEDURES FOR TYPE 7 PILES ................................. 52
PIL1.W790.9 REVIEW LOADING TEST RESULTS AND PROPOSED PILE
LENGTHS - TYPE 7 PILES FOR CONTRACTOR'S DESIGN ...................... 53
PIL1.W795.9 REVIEW LOADING TEST RESULTS - TYPE 7 PILES FOR
ENGINEER'S DESIGN .................................................................................... 54
FOUNDING OF BORED PILES .................................................................................................... 54
PIL1.W810.9 FOUNDING OF TYPE 3 PILES ...................................................................... 54
PIL1.W820.9 FOUNDING OF TYPES 5 AND 6 PILES ....................................................... 54
PIL1.W830.9 PROVING BEDROCK ..................................................................................... 54
UNDERGROUND OBSTRUCTIONS............................................................................................ 55
PIL1.W910.9 OBSTRUCTIONS TO PILES FOR CONTRACTOR'S DESIGN .................... 55
PIL1.W915.9 OBSTRUCTIONS TO PILES FOR ENGINEER'S DESIGN ........................... 55
PIL1.W920.9 INTENDED MEANS OF OVERCOMING UNDERGROUND
OBSTRUCTIONS TO PILES FOR CONTRACTOR'S DESIGN
CONTRACT ..................................................................................................... 55
OBSTRUCTIONS TO PILES FOR ENGINEER'S DESIGN PILING
PIL1.W940.9 DESIGN CHANGES FOR CONTRACTOR'S DESIGN PILING
PIL1.W950.9 EXCAVATION OR PRE-BORING ................................................................. 56
PIL1.W955.9 SUBMISSION ON OVERCOMING ANTICIPATED
UNDERGROUND OBSTRUCTIONS BEFORE PILE DRIVING
OPERATION FOR TYPE 4 PILES .................................................................. 56
PILE SHAFT CASINGS .................................................................................................................. 57
PIL1.W1010.9 LININGS TO INSITU PILES FOR CONTRACTOR’S DESIGN
CONTRACT ..................................................................................................... 57
PIL1.W1015.9 LININGS TO INSITU PILES FOR ENGINEER'S DESIGN PILING
PIL1.W1020.9 PILE TYPE 2 .................................................................................................... 58
PIL1.W1024.9 TEMPORARY CASING FOR TYPE 3 PILES ................................................ 58
PIL1.W1027.9 LEFT-IN TEMPORARY CASING FOR TYPE 3 PILES ................................ 58
PIL1.W1030.9 TYPE 5 PILES .................................................................................................. 58
PIL1.W1040.9 TEMPORARY CASING FOR TYPE 6 PILES ................................................ 58
GROUTING PILE TYPES 2 AND 3 .............................................................................................. 59
PIL1.W1110.9 PRESSURE GROUTING ................................................................................. 59
PIL1.W1120.9 BASE OF TYPE 3 PILES ................................................................................. 59
GROUTING TYPES 5, 6 AND 7 PILES ........................................................................................ 59
PIL1.W1210.9 BATCHING ...................................................................................................... 59
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PIL1.W1220.9 USE OF ADMIXTURES .................................................................................. 59

PIL1.W1230.9 MIXING AND SIEVING ................................................................................. 59
PIL1.W1240.9 TESTING .......................................................................................................... 59
PIL1.W1250.9 PREPARATION (FOR TYPES 5 AND 6 PILES) ............................................ 59
PIL1.W1260.9 INJECTION ...................................................................................................... 59
CONCRETING ................................................................................................................................. 60
PIL1.W1310.9 GENERAL ........................................................................................................ 60
PIL1.W1320.9 TYPE 3 PILES .................................................................................................. 60
PIL1.W1330.9 CONTINUITY FOR TYPES 1C, 3 AND 5 PILES .......................................... 60
PIL1.W1340.9 REINFORCEMENT TO PILE TYPES 1 AND 2 ............................................. 60
PIL1.W1350.9 REINFORCEMENT TO TYPE 5 PILES ......................................................... 60
FINISHING OFF PILE HEADS ..................................................................................................... 60
PIL1.W1410.9 CAST INSITU PILES ....................................................................................... 60
PIL1.W1420.9 CUT OFF LEVELS........................................................................................... 60
PIL1.W1430.9 CUTTING AND TRIMMING .......................................................................... 60
PIL1.W1440.9 PRELIMINARY AND ABANDONED PILES ................................................ 61
PIL1.W1450.9 DOWEL BARS ................................................................................................. 61
PIL1.W1460.9 CUTTING OFF STEEL PILES ........................................................................ 61
PIL1.W1470.9 BEARING PLATES FOR STEEL PILES FOR ENGINEER'S
PIL1.W1475.9 BEARING PLATES FOR STEEL PILES FOR CONTRACTOR'S
PIL1.W1480.9 ALTERNATIVE LOAD TRANSFER DETAILS FOR STEEL PILES ........... 61
PIL1.W1490.9 WORK AT COMPLETION (WHERE CONSTRUCTION OF PILE
CAP DOES NOT FORM PART OF THE CONTRACT) ................................ 61
PILING RECORDS.......................................................................................................................... 61
PIL1.W1510.9 GENERAL ........................................................................................................ 61
PIL1.W1520.9 STANDARD FORM ......................................................................................... 62
PIL1.W1525.9 PILING RECORDS FOR TYPE 7 PILES ........................................................ 62
PIL1.W1530.9 RECORDS OF TEMPORARY COMPRESSION FOR DRIVEN PILE .......... 63
PIL1.W1540.9 SUBMISSION OF RECORD PLAN ................................................................ 63
PIL1.W1550.9 FOUNDING LEVEL RECORD ....................................................................... 63
PIL1.W1560.9 BORING RECORDS FOR TYPES 6 AND 7 PILES ....................................... 63
REMEDIAL MEASURES ............................................................................................................... 63
PIL1.W1610.9 PILES DESIGNED TO REST ON BEDROCK FOR
PIL1.W1620.9 RISING PILES (FOR DRIVEN PILE) ............................................................. 63
PIL1.W1630.9 DEFECTIVE PILES ......................................................................................... 63
PIL1.W1640.9 NON-COMPLIANCE (FOR TYPE 7 PILES) .................................................. 64
SPLICING PILES ............................................................................................................................ 64
PIL1.W1710.9 GENERAL ........................................................................................................ 64
PIL1.W1720.9 STRENGTH OF SPLICES ............................................................................... 64
WELDING ........................................................................................................................................ 64
PIL1.W1810.9 TESTING OF WELDERS ................................................................................ 64
PIL1.W1820.9 ADVERSE WEATHER CONDITIONS........................................................... 64
PIL1.W1830.9 WELDED JOINTS............................................................................................ 64
PIL1.W1840.9 TACK WELDS ................................................................................................. 64
PIL1.W1850.9 STANDARDS ................................................................................................... 64
PIL1.W1860.9 PREPARATION ............................................................................................... 64

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PIL1.W1870.9 PILE SHOES..................................................................................................... 65

PIL1.W1880.9 FINISHING ....................................................................................................... 65
PIL1.W1890.9 DEFECTS ......................................................................................................... 65
PIL1.W1900.9 ETCHED SECTIONS ....................................................................................... 65
RECORDS AND CERTIFICATES ................................................................................................ 65
PIL1.W2010.9 REPORT ON COMPLETION OF PILING WORKS FOR
PIL1.W2020.9 REPORT ON COMPLETION OF PILING WORKS FOR
PIL1.W2030.9 CERTIFICATION FOR CONTRACTOR'S DESIGN PILING
PIL1.W2040.9 CERTIFICATION FOR ENGINEER'S DESIGN PILING
PILE CAPS AND FOOTINGS ........................................................................................................ 67
PIL1.W2110.9 GENERAL ........................................................................................................ 67
PIL1.W2120.9 APPROVED DESIGN FOR CONTRACTOR'S DESIGN PILING
PIL1.W2130.9 STARTER BARS FOR ENGINEER'S DESIGN PILING CONTRACT
/ COMBINED PILING AND BUILDING CONTRACT ................................. 68
PIL1.W2135.9 STARTER BARS FOR CONTRACTOR'S DESIGN PILING
PIL1.W2140.9 BACKFILLING EXCAVATIONS ................................................................... 68
PIL1.W2150.A ALTERNATIVE PROPOSAL FOR CONCRETE COMPRESSIVE
STRENGTH TEST ........................................................................................... 68
PIL1.W2160.9 FOUNDING AND PROVING BEDROCK FOR FOOTINGS ........................ 69
PIL1.W2210.9 QUALIFIED SUPERVISION........................................................................... 69
PIL1.W2220.9 INSPECTION LOG BOOK .............................................................................. 69
TESTING ................................................................................................................................... 70
TESTING GENERALLY ................................................................................................................ 70
PIL1.T010.9 NUMBER AND DISPOSITION OF TEST PILES .......................................... 70
PIL1.T020.9 REQUIRED MINIMUM NUMBER OF TESTS .............................................. 70
PIL1.T030.9 PROOF TEST ................................................................................................... 70
PIL1.T040.9 BATCH OF MECHANICAL COUPLER FOR TYPE 5 PILES ...................... 70
PRELIMINARY DRIVEN PILES .................................................................................................. 71
PIL1.T110.9 PRELIMINARY PILES - TYPES 1, 2 AND 4 FOR CONTRACTOR'S
PIL1.T120.9 PRELIMINARY PILES - TYPES 1, 2 AND 4 FOR ENGINEER'S
PIL1.T130.9 INSTRUMENTATION..................................................................................... 72
PIL1.T140.9 FAILURE OF PRELIMINARY PILES ............................................................ 72
SAMPLING AND TESTING FOUNDING LEVELS TO PILE TYPES 3, 4, 5, 6 AND 7 ........ 72
PIL1.T210.9 PROVING BEDROCK BEFORE INSTALLATION OF TYPE 3
PILES ................................................................................................................ 72
PIL1.T220.9 PROVING BEDROCK BEFORE REACHING FOUNDING LEVEL
FOR TYPE 3 PILES ......................................................................................... 73
PIL1.T230.9 PROVING BEDROCK BEFORE INSTALLATION OF TYPES 5
AND 6 PILES AND OF TYPE 4 PILE DRIVEN TO BEDROCK .................. 73
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PIL1.T240.9 PROVING BEDROCK DURING INSTALLATION OF TYPES 5

AND 6 PILES AND OF TYPE 4 PILE DRIVEN TO BEDROCK .................. 74
PIL1.T250.9 PROVING BEDROCK AFTER INSTALLATION OF TYPES 5 AND
6 PILES AND OF TYPE 4 PILE DRIVEN TO BEDROCK ............................ 74
PIL1.T260.9 FOUNDING LEVEL FOR TYPE 7 PILES ...................................................... 75
TESTING GROUT FOR TYPES 3, 5, 6 AND 7 PILES ............................................................... 75
PIL1.T310.9 DEFINITION OF 'BATCH' .............................................................................. 75
PIL1.T320.9 TEST FOR BLEEDING AND FREE EXPANSION ........................................ 75
PIL1.T330.9 FLOW CONE EFFLUX TEST ......................................................................... 75
PIL1.T340.9 TEST FOR CRUSHING STRENGTH ............................................................. 76
VISUAL INSPECTION ................................................................................................................... 76
PIL1.T410.9 REQUIREMENT .............................................................................................. 76
PIL1.T420.9 METHOD.......................................................................................................... 77
PIL1.T430.9 CRITERIA FOR FAILURE .............................................................................. 77
DESTRUCTIVE TESTS ON SAMPLES OF TYPES 4 AND 6 PILES....................................... 77
PIL1.T510.9 GENERAL ........................................................................................................ 77
PIL1.T520.9 SAMPLES ......................................................................................................... 77
PIL1.T530.9 NON-COMPLIANCE ....................................................................................... 77
PIL1.T540.9 PREMATURE INSTALLATION..................................................................... 77
LOADING TESTS GENERALLY ................................................................................................. 77
PIL1.T610.9 REQUIREMENT FOR TESTING .................................................................... 77
LOADING TESTS OF PRELIMINARY PILES........................................................................... 78
PIL1.T710.9 TESTING EQUIPMENT .................................................................................. 78
PIL1.T720.9 CALIBRATION OF HYDRAULIC EQUIPMENT ......................................... 79
PIL1.T730.9 MEASUREMENT OF TEST LOADS.............................................................. 79
PIL1.T740.9 TEMPERATURE VARIATIONS .................................................................... 79
PROCEDURE FOR LOAD TESTS OF PRELIMINARY PILES............................................... 79
PIL1.T810.9 ANCHORAGES ............................................................................................... 79
PIL1.T820.9 PILE CAP TO TEST PILE ............................................................................... 79
PIL1.T830.9 LOADING OF A PRELIMINARY PILE ......................................................... 79
PIL1.T840.9 SEQUENCE ...................................................................................................... 79
PIL1.T850.9 RECORDING AND CHECKING DATA ........................................................ 80
PIL1.T860.9 CONTRACTOR'S REPRESENTATIVE.......................................................... 80
PIL1.T870.9 COMPLETION ................................................................................................. 80
PIL1.T880.9 RECORDS AND SUBMISSION OF REPORT TO THE CM ......................... 80
LOAD TEST RESULTS OF PRELIMINARY PILES ................................................................. 80
PIL1.T910.9 FAILURE LOAD .............................................................................................. 80
PIL1.T920.9 RESIDUAL SETTLEMENT ............................................................................ 81
LOADING TESTS OF WORKING PILES ................................................................................... 81
PIL1.T1010.9 GENERAL ........................................................................................................ 81
PIL1.T1020.9 LOADING OF A WORKING PILE ................................................................. 81
PIL1.T1030.9 LOADING TYPES 5, 6 AND 7 PILES ............................................................ 81
PIL1.T1040.9 SEQUENCE ...................................................................................................... 81
LOAD TEST RESULTS OF WORKING PILES .......................................................................... 82
PIL1.T1110.9 FAILURE LOAD AND RESIDUAL SETTLEMENT ..................................... 82
REMEDIAL WORKS TO RECTIFY FAILED PILES ................................................................ 82
PIL1.T1120.9 FAILED PILES FOR CONTRACTOR'S DESIGN PILING
PIL1.T1130.9 FAILED PILES FOR ENGINEER'S DESIGN PILING CONTRACT /

_____________________________________________________________________________________________
CONCRETE CORE TESTING (FULL-LENGTH CONCRETE CORE) FOR TYPE 1C

AND TYPE 3 PILES ........................................................................................................................ 83
PIL1.T1210.9 GENERAL ........................................................................................................ 83
PIL1.T1220.9 CORE DIMENSIONS AND SAMPLE SIZE ................................................... 83
PIL1.T1230.9 REINSTATEMENT OF CORE HOLES .......................................................... 84
PIL1.T1240.9 CRITERIA FOR FAILURE OR NON-COMPLIANCE OF PILE IN
CONCRETE CORE TESTING ........................................................................ 84
PIL1.T1250.9 REQUIREMENT FOR FURTHER TESTS...................................................... 85
DESTRUCTIVE TESTING OF SAMPLES OF PRECAST CONCRETE PILES .................... 85
PIL1.T1310.9 GENERAL ........................................................................................................ 85
PIL1.T1320.9 SAMPLE SIZE ................................................................................................. 85
PIL1.T1330.9 CORING ........................................................................................................... 85
PIL1.T1340.9 TEST FAILURE ............................................................................................... 86
PIL1.T1350.9 PREMATURE DRIVING ................................................................................. 86
FURTHER INSPECTION AND TESTING................................................................................... 86
PIL1.T1410.9 REQUIREMENT .............................................................................................. 86
PIL1.T1420.9 SAMPLE EVALUATIONS .............................................................................. 86
NON-DESTRUCTIVE TESTS ON WELDS ................................................................................. 86
PIL1.T1510.9 GENERAL ........................................................................................................ 86
PIL1.T1520.9 TYPES OF TEST AND SAMPLE SIZE .......................................................... 86
NON-DESTRUCTIVE TESTS ON PILES .................................................................................... 87
PIL1.T1610.9 GENERAL ........................................................................................................ 87
PIL1.T1620.9 RELATIONSHIP TO LOAD TESTING OR CORE TESTING ....................... 89
PIL1.T1630.9 TEST REPORT ................................................................................................. 89
PIL1.T1640.9 TESTING OF PILES DRIVEN BY HYDRAULIC HAMMERS FOR
PIL1.T1650.9 CHECKING OF SIZE OF PILE SHAFT AND BELL-OUT OF TYPE
3 PILE ............................................................................................................... 91
CONFIRMATORY CORE TESTING OF FOUNDING STRATA OF TYPE 3 PILES ........... 92
PIL1.T1710.9 REQUIREMENT FOR CONFIRMATORY CORE TESTING........................ 92
PIL1.T1720.9 EQUIPMENT AND METHOD ........................................................................ 93
PIL1.T1730.9 TREATMENT OF SPECIMENS...................................................................... 93
PIL1.T1740.9 REINSTATEMENT OF CORE HOLES .......................................................... 93
PIL1.T1750.9 CRITERIA FOR FAILURE OR NON-CONFORMITY OF PILE IN
CONFIRMATORY CORE TESTING.............................................................. 93
PIL1.T1810.9 RATE OF SAMPLING ..................................................................................... 93
PIL1.T1820.9 METHOD OF TESTING .................................................................................. 93
PIL1.T1830.9 COMPLIANCE CRITERIA ............................................................................. 93
PIL1.T1840.9 TIME REQUIRED FOR TESTING.................................................................. 94
APPENDICES............................................................................................................................ 95
PIL1.APPEND2.9 CALCULATION OF NUMBER OF FURTHER
INSPECTIONS/TESTS .................................................................................... 95
PIL1.APPEND3.9 PILE DRIVING RECORD (PRECAST CONCRETE,
PREFABRICATED STEEL AND DRIVEN CAST-IN-PLACE PILES)
........................................................................................................................... 96
PIL1.APPEND4.9 PILE DRIVING RECORD (BORED CAST-IN-PLACE PILES) .................... 98
PIL1.APPEND5.9 PILE LOAD TEST RECORD......................................................................... 100
PILING AND FOOTING PIL1 > GENERAL
_____________________________________________________________________________________________
PIL1 PILING AND FOOTING

GENERAL
DEFINITIONS
PIL1.G010.9 DEFINITIONS
In this Worksection, the following definitions are used:
1. "Piling Contract" shall mean a foundation contract for which the scope of works
includes construction of foundation and does not include the construction of
superstructure;
2. "Combined Piling and Building Contract" shall mean a contract for which the
scope of works includes the construction of both the foundation and the
superstructure;
3. "Contractor's Design Piling Contract / Combined Piling and Building Contract"
shall mean a Piling Contract / Combined Piling and Building Contract for which
the scope of works includes design of piles and/or pile caps and/or footings;
4. "Engineer's Design Piling Contract / Combined Piling and Building Contract"
shall mean a Piling Contract / Combined Piling and Building Contract for which
the scope of works does not include design of piles and/or pile caps and/or
footings and the design of such works is provided by the CM.
PIL1.G020.9 CODE OF PRACTICE FOR FOUNDATIONS 2017

In this Specification, the Code of Practice for Foundations shall mean the Code of
Practice for Foundations 2017 issued in April 2017 by the Buildings Department of
the Hong Kong Special Administrative Region, and its subsequent amendment(s).
DESIGN RESPONSIBILITY
PIL1.G110.9 DESIGN RESPONSIBILITY
The design responsibility for piles, pile caps and footings is to be specified in the
Project Specific Specification.
STANDARDS
PIL1.G210.9 PILING
Comply with the Code of Practice for Foundations and the relevant Building
Regulations of Hong Kong.
PIL1.G220.9 PILE CAPS AND FOOTINGS

Comply with the 'Concrete Works' Worksection of this Specification in respect of all
materials and workmanship for footings, reinforced concrete pile caps and for
structural concrete above piles, unless otherwise specified.
PIL1.G230.9 STATUS OF THE SPECIFICATION

Where this Specification includes provisions additional to, or more stringent than
those of the aforementioned British Standards, Code of Practice for Foundations or
Building Regulations, the provisions of this Specification shall prevail overall.

_____________________________________________________________________________________________
PIL1.G240.9 OTHER WORKSECTIONS

Comply with the relevant provisions of other Worksections of this Specification and
in particular with the following:
1. EAR1 Excavation and Filling;
2. CON1 Insitu Concrete;
3. CON2 or FOR Formwork;
4. CON3 Reinforcement;
5. STR1 Structural Steel.
6. CON9 Off-site Reinforcement Prefabrication Yard
PIL1.G250.9 CONTRACTOR'S DESIGN FOR CONTRACTOR'S DESIGN PILING

CONTRACT / COMBINED PILING AND BUILDING CONTRACT
In the event of any conflict, contradiction or ambiguity between the Contractor's
design and this Specification, the provisions of this Specification shall prevail.
PILE TYPES
PIL1.G310.9 GENERAL
1. This Specification applies to pile types 1 to 7 as defined in clauses PIL1.G320 to
PIL1.G375 below;
2. Where relevant, this Specification applies equally to any other type of pile.
PIL1.G320.9 TYPE 1 PILES

1. Type 1a piles shall mean precast reinforced concrete piles complying with the
requirements stated in clause 5.4.3 of the Code of Practice for Foundations;
2. Type 1b piles shall mean precast prestressed spun concrete piles complying with
the requirements stated in clause 5.4.4 of the Code of Practice for Foundations;
3. Type 1c piles shall mean driven cast-in-place concrete piles complying with the
requirements stated in clause 5.4.5 of the Code of Practice for Foundations.

Driven steel tube with detachable toe and precast concrete pile insert (steel tube to be
withdrawn).

Large diameter bored cast insitu concrete piles:
1. Cast with inserted precast concrete annuli; or
2. Cast with left-in-place lining; or
3. Cast with temporary steel casing.

COMBINED PILING AND BUILDING CONTRACT
Driven steel H-piles of sizes, masses, grades and material properties to the standards
as specified in the Drawings.
PIL1.G355.9 TYPE 4 PILES FOR CONTRACTOR'S DESIGN PILING CONTRACT /

Driven steel piles of types and brands recognized by BD. Submit the recognition
documentation of the proposed piles issued by BD with the tender.
_____________________________________________________________________________________________

Minipiles, being defined as piles consist of a number of steel reinforcing bars
encased by grout inside drill hole and comply with the requirements stated in clause
5.4.8 of the Code of Practice for Foundations, derive the structural capacity solely
from the steel reinforcing bars.

Minipiles, being defined as piles consist of a number of steel reinforcing bars
encased by grout inside drill hole and comply with the requirements stated in clause
5.4.8 of the Code of Practice for Foundations, derive the structural capacity solely
from the steel reinforcing bars.

Socketed steel H-piles, being defined as piles installed by inserting steel H-piles,
which their sizes, masses, grades and material properties are to the standards as
specified in the Drawings, in pre-bored holes sunk into bedrock as defined in
PIL1.G450 and subsequently grouting the pre-bored hole.

Socketed steel H-piles, being defined as piles installed by inserting steel H-piles of
types and brands recognized by BD in pre-bored holes sunk into bedrock as defined
in PIL1.G450 and subsequently grouting the pre-bored hole. Submit the recognition
documentation of the proposed piles issued by BD with the tender.

Pakt-In-Place (PIP), Continuous Flight Auger Pile (CFA) as stated in clause 5.4.6(2)
of the Code of Practice for Foundations or piles formed by similar techniques, being
defined as non-percussive cast in-situ concrete piles with diameters not exceeding
610 mm and formed by boring with a continuous flight auger without temporary
steel casing. The bored hole is filled with grout placed by pumping through the
hollow orifice of the auger pipe at the pile base while withdrawing the auger from
the hole.
PIL1.G380.9 ALTERNATIVE TYPES OF PILE - FOR CONTRACTOR'S DESIGN

CONTRACT
Where the Contractor proposes a type of pile other than the types specified in clauses
PIL1.G320 to PIL1.G375, he must submit, with his tender, the testing regime and the
acceptance standard of the quality of the piles for Approval.
SITE INVESTIGATION
PIL1.G410.9 PRELIMINARY INVESTIGATIONS
1. Tenderers may make preliminary investigations or sink test piles as they require
and at their own cost. Arrangements for access to the Site can be made, on
application to the CM, at least seven days in advance;
2. The period for carrying out site investigation by tenderers is specified in the

_____________________________________________________________________________________________
PIL1.G420.9 EXISTING BOREHOLE INFORMATION

Certain logs of exploratory boreholes made on Site and reports of laboratory soil test
results are available for inspection by appointment at the CM's office during normal
working hours. Copies of the drillhole logs and reports may also be made available
to tenderers who have previously applied to the CM in writing and subject to
payment of a charge for photocopying. Such information as is contained in the
drillhole logs and reports is given in good faith and without prejudice to the
Contractor's liabilities under the Contract.
PIL1.G430.9 CONTRACTOR'S RESPONSIBILITY

The onus is on the Contractor to satisfy himself as to the nature of the Site sub-soil
conditions and to make any site investigation to obtain all information which may
affect the Works.
PIL1.G440.9 ADDITIONAL INVESTIGATIONS

1. The Contractor may make such other site investigations during the Contract as
he deems necessary and at his own expense;
2. The CM may order such other site investigation during the Contract as he deems
necessary.
PIL1.G450.9 DEFINITION OF "BEDROCK"

1. In this Specification, "bedrock" is defined as:
a. Rock mass of at least 5 m thick measured downwards from the pile base for
Types 1, 2, 3 and 4 piles;
b. Rock mass of at least 5 m thick or of thickness not less than the designed
length of the rock socket, whichever is the greater, measured downwards
from the rockhead of the specified category of rock for Type 5 and 6 piles.
2. The 'rock mass' used in sub-clause (1) shall refer to the following category of
rock:
a. For Types 1, 2, 3 and 4 piles: Rock not inferior to category 1(d) or 2 rock as
described in Table 2.1 of the Code of Practice for Foundations;
b. For Types 5 and 6 piles: Category 1(a), 1(b) or 1(c) rock as described in
Table 2.1 of the Code of Practice for Foundations.
3. The Uniaxial Compressive Strength (UCS) and point load index strength stated
in Table 2.1 of the Code of Practice for Foundations shall be determined by the
following tests:
a. Uniaxial Compressive Strength (UCS): ASTM Designation: D2938 - 95
Standard Test Method for Unconfined Compression Strength of Intact Rock
Core Specimens;
b. Point Load Tests: ISRM "Suggested Method for Determining Point Load
Strength" 1985 Edition.
4. Refer to EAR1.W940 sub-clause (2) for definition of "bedrock" for footings;
5. In this Specification, the definition of "total core recovery of the designated
grade" shall follow Notes (4) and (5) of Table 2.1 of the Code of Practice for
Foundations.

_____________________________________________________________________________________________
PIL1.G460.9 WORKS REQUIRED TO BE CARRIED OUT BY A RSC(GIFW) UNDER

THE CONTRACT
1. All works required to be carried out by a RSC (GIFW) under the CoPSS,
including the sampling and testing founding levels to pile Types 3 to 7 inclusive
as described in PIL1.T210 to PIL1.T240 inclusive and PIL1.T260 and
confirmatory core testing of founding strata of Type 3 piles as described in
PIL1.T1710 to PIL1.T1750 inclusive, shall be considered as ground
investigation works under the contract;
2. Comply with the requirements of clause PRE.B9.250 for all works stated in sub-
clause (1) of this clause.
PIL1.G470.9 BACKFILLING OF DRILLHOLES

1. Unless otherwise instructed by the CM or unless the method or materials of
backfilling of drillholes is specifically stated in other parts of the Specification,
fill all drillholes with granular material (or with 4:1 cement bentonite grout
where Instructed) and compact to the original density of the ground or a higher
density;
2. Fill in and compact any subsequent depression of the ground;
3. Do not fill drillholes without the CM's permission.
APPROVED CONTRACTORS AND

SUBCONTRACTORS
PIL1.G510.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR ENGINEER'S
DESIGN PILING CONTRACT
1.
a. Contractor must be on the following Category of Housing Authority List of
Piling Contractors:
i. Type 1, 2, & 4 Piles - Percussive Piles Category;
ii. Type 3 Pile - Large Diameter Bored Piles Category;
iii. Any acceptable pile types other than Type 1, 2, 3 & 4 Piles - Large
Diameter Bored Piles Category or Percussive Piles Category.
b. In the event that more than one type of piles are used in the Contract, the
Contractor must be on the appropriate Categories of Housing Authority List
of Piling Contractors for all the pile types used.
2. In the event that the Contractor employ a Piling Sub-contractor to carry out the
following piling activities, select the Piling Sub-contractor from the list given in
sub-clause (3) below:
a. Pile driving of Type 1, 2, & 4 Piles;
b. Excavation and concreting of Type 3 Pile;
c. Construction of any acceptable pile types other than Type 1, 2, 3 & 4 Piles.
3. The Piling Sub-contractor must be on the following list:
a. Appropriate Category of Housing Authority List of Piling Contractors; or
b. Buildings Department List of Registered Specialist Contractors (Foundation)
who has undertaken in the past five years at least three contracts in relevant
piling works under ICU’s procedures or BD’s control and of contract value
not less than $20M in one of the contracts and in aggregates total of not less
than $40M.
4. Piling Sub-contractor for pile types other than Type 3 not on the lists in sub-
clause (3) above may be considered and subject to CM's approval.
_____________________________________________________________________________________________

CONTRACTOR'S DESIGN PILING CONTRACT
1.
a. Contractor must be on the following Category of Housing Authority List of
Piling Contractors:
Contractor must be on the appropriate Categories of Housing Authority List
of Piling Contractors for all the pile types used.
2. In the event that the Contractor employ a Piling Sub-contractor to carry out the
following piling activities, select the Piling Sub-contractor from the list given in
sub-clause (3) below:
c. Construction of any acceptable pile types other than Type 1, 2, 3 & 4 Piles;
d. Foundation design.
3. The Piling Sub-contractor must be on the following list:
than $40M.
4. Piling Sub-contractor for pile types other than Type 3 not on the lists in sub-
PIL1.G515.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR ENGINEER'S

DESIGN COMBINED PILING AND BUILDING CONTRACT
1. The Contractor must employ a Piling Sub-contractor to carry out the following
piling activities unless the Contractor is on the relevant Category of the Housing
Authority List of Piling Contractors and takes up the role of Piling Sub-
contractor in carrying out the respective piling activities:
2. Requirements on Piling Sub-contractor:
a. The Piling Sub-contractor must be on the following Category of the Housing
Authority List of Piling Contractors:
Piling Sub-contractor must be on the appropriate Categories of Housing
Authority List of Piling Contractors for all the pile types used.

_____________________________________________________________________________________________
3. In the event that the Piling Sub-contractor employ a Piling Sub-sub-contractor to

carry out the piling activities stated in sub-clauses (1)(a) to (1)(c) above, the
Piling Sub-sub-contractor must be on the following list:
than $40M.
4. Piling Sub-sub-contractor for pile types other than Type 3 not on the lists in sub-

CONTRACT
1. The Contractor must employ a Piling Sub-contractor to carry out the following
piling activities unless the Contractor is on the relevant Category of the Housing
Authority List of Piling Contractors and takes up the role of Piling Sub-
contractor in carrying out the respective piling activities:
2. Requirements on Piling Sub-contractor:
a. The Piling Sub-contractor must be on the following Category of the Housing
Authority List of Piling Contractors:
Piling Sub-contractor must be on the appropriate Categories of Housing
Authority List of Piling Contractors for all the pile types used.
3. In the event that the Piling Sub-contractor employ a Piling Sub-sub-contractor to
carry out the piling activities stated in sub-clauses (1)(a) to (1)(d) above, the
Piling Sub-sub-contractor must be on the following list:
than $40M.
4. Piling Sub-sub-contractor for pile types other than Type 3 not on the lists in sub-
PIL1.G520.9 SUB-CONTRACTOR FOR CONSTRUCTION OF FOOTING - FOR

BUILDING CONTRACT WITH FOOTING CONSTRUCTION
1. In the event that the Contractor employs sub-contractor to carry out construction
of footings, the sub-contractor must be on the following list:
a. Buildings Department List of Registered General Building Contractors; or
b. Buildings Department List of Registered Specialist Contractors (Foundation).
_____________________________________________________________________________________________
2. In this specification, construction of footing shall mean construction of spread

and/or raft footing and include fixing of starter bars, if any.
PIL1.G530.9 DEFINITION OF "PILING SUBCONTRACTOR" FOR ENGINEER'S

DESIGN PILING CONTRACT / COMBINED PILING AND BUILDING
CONTRACT
1. In this specification, Piling Subcontractor shall mean the subcontractor
employed by the Contractor for the following piling activities:
a. Pile driving of Type 1, 2, & 4 Piles; and/or
b. Excavation and/or concreting of Type 3 Pile; and/or
2. Such contract between the Contractor and the Piling Subcontractor shall be
termed the Piling Subcontract.
PIL1.G535.9 DEFINITION OF "PILING SUBCONTRACTOR" FOR CONTRACTOR'S

CONTRACT
1. In this specification, Piling Subcontractor shall mean the subcontractor
employed by the Contractor for the following piling activities:
and/or
2. Such contract between the Contractor and the Piling Subcontractor shall be
termed the Piling Subcontract.
PIL1.G540.9 DEFINITION OF "PILING SUB-SUBCONTRACTOR" FOR ENGINEER'S

DESIGN COMBINED PILING AND BUILDING CONTRACT ONLY
1. In this specification, Piling Sub-subcontractor shall mean the subcontractor
employed by the Piling Subcontractor for the following piling activities:
2. Such contract between the Piling Subcontractor and the Piling Sub-subcontractor
shall be termed the Piling Sub-subcontract.

CONTRACT ONLY
1. In this specification, Piling Sub-subcontractor shall mean the subcontractor
employed by the Piling Subcontractor for the following piling activities:
and/or
2. Such contract between the Piling Subcontractor and the Piling Sub-subcontractor
shall be termed the Piling Sub-subcontract.

_____________________________________________________________________________________________
PIL1.G550.9 RESTRICTION ON PILING SUBCONTRACT

The number of Piling Subcontractor shall be limited to one per each type of piles
unless otherwise approved by the CM.
PIL1.G560.9 RESTRICTION ON PILING SUB-SUBCONTRACT - FOR COMBINED

PILING AND BUILDING CONTRACT ONLY
The number of Piling Sub-subcontractor shall be limited to one per each type of piles
unless otherwise approved by the CM.
PIL1.G570.9 INFORMATION ON PILING SUBCONTRACT

Submit with the tender the following information:
1. Letter of intent from the proposed Piling Subcontractor whom the tenderer
intends to employ for the Contract should the tenderer be awarded the Contract,
indicating his willingness to carry out the proposed Piling Subcontract;
2. The names of the directors or sole proprietor and site representatives of the
proposed Piling Subcontractor;
3. The piling activity and the scope of the proposed Piling Subcontract;
4. The minimum numbers of self owned piling plants and directly employed piling
plant operators to be provided by the tenderer;
plant operators to be provided by the proposed Piling Subcontractor.
PIL1.G580.9 INFORMATION ON PILING SUB-SUBCONTRACT - FOR COMBINED

PILING AND BUILDING CONTRACT ONLY
Submit with the tender the following information:
1. Letter of intent from the proposed Piling Sub-subcontractor whom the proposed
Piling Subcontractor intends to employ for the subcontract should the proposed
Piling Subcontractor be awarded the subcontract, indicating his willingness to
carry out the proposed Piling Sub-subcontract;
2. The names of the directors or sole proprietor and site representatives of the
proposed Piling Sub-subcontractor;
3. The piling activity and the scope of the proposed Piling Sub-subcontract;
plant operators to be provided by the proposed Piling Subcontractor;
plant operators to be provided by the proposed Piling Sub-subcontractor.
PIL1.G590.9 CONDITIONS ON PILING SUBCONTRACT - FOR ENGINEER'S DESIGN

PILING CONTRACT ONLY
Incorporate the following conditions into the Piling Sub-contract:
1. The piling activity and the scope of the Piling Sub-contract;
2. The Piling Sub-contractor is not allowed to subcontract the following piling
activities:
a. Pile driving of Type 1, 2, & 4 Piles; and / or
b. Excavation and / or concreting of Type 3 Pile; and / or
3. For the types of plants listed below which are required to be used on Site for
piling works, the Piling Sub-contractor shall deploy and use only his self-owned
plants save when necessary, he may use Contractor's self-owned plants deployed
in accordance with PIL1.W380:
a. Crawler crane;
_____________________________________________________________________________________________
b. Oscillator or rotator;
c. Reverse circulation drill (RCD);
d. Pile driving hammer;
e. Pile driving rig.
4. The Piling Sub-contractor shall comply with the following in deploying self-
owned plants listed in sub-clauses (3)(a) to (3)(e) above:
a. Self-owned plants of the Piling Sub-contractor shall mean plants owned by
the Piling Sub-contractor or by the Piling Sub-contractor's parent, sister or
subsidiary company for the exclusive use of the Piling Sub-contractor;
b. All the plants deployed to Site shall be in good working conditions;
c. Deploy at least one number of self-owned plant that are required to be used
on Site;
d. Submit documents to prove his ownership of the plants and, if applicable,
the relationship between the Piling Sub-contractor and the Piling Sub-
contractor's parent, sister or subsidiary company;
e. Submit document to confirm no further subcontracting of his part of the
works.
5. The Contractor shall supply piling materials, which form whole or part of
permanent works, to the Piling Sub-contractor;
6. A probity clause shall be included in the Piling Sub-contract such that:
"If the Piling Sub-contractor or any of his agents or employees are found to have
offered or given advantage, gratuity, bonus, discount, bribe or loan of any sort to
any agent or employee of the Contractor, Hong Kong Housing Authority or
Housing Department, the Contractor shall at liberty forthwith terminate the
employment of the Piling Sub-contractor under the Piling Subcontract. The
Contractor, Hong Kong Housing Authority or Housing Department shall hold
the Piling Sub-contractor liable for any loss or damage which the Contractor,
Hong Kong Housing Authority or Housing Department may thereby sustain."
PIL1.G595.9 CONDITIONS ON PILING SUBCONTRACT - FOR CONTRACTOR'S

DESIGN PILING CONTRACT ONLY
activities:
and / or
piling works, the Piling Sub-contractor shall deploy and use only his self-owned
plants save when necessary, he may use Contractor's self-owned plants deployed
in accordance with PIL1.W380:
a. Crawler crane;

_____________________________________________________________________________________________
on Site;
the relationship between the Piling Sub-contractor and the Piling Sub-
works.
5. The Contractor shall supply piling materials, which form whole or part of
permanent works, to the Piling Sub-contractor;
6. A probity clause shall be included in the Piling Sub-contract such that:
PIL1.G600.9 CONDITIONS ON PILING SUBCONTRACT - FOR ENGINEER'S DESIGN

COMBINED PILING AND BUILDING CONTRACT ONLY
activities to more than one Piling Sub-subcontractor:
piling works, the Piling Sub-contractor shall deploy at least one number of self-
owned plant for each type of the plants, unless otherwise allowed by the CM:
a. Crawler crane;

_____________________________________________________________________________________________
c. Submit documents to prove the plant ownership and, if applicable, the

relationship between the Piling Sub-contractor and the Piling Sub-
d. For piling works undertaken by Piling Sub-subcontractor, deployment of
self-owned plants of the Piling Sub-subcontractor to Site shall comply with
the requirements stated in PIL1.G610;
e. The self-owned plants deployed to Site according to sub-clauses (3)(a) to
(3)(e) may be used by the Piling Sub-subcontractor when necessary.
5. A probity clause shall be included in the Piling Subcontract such that:
PIL1.G605.9 CONDITIONS ON PILING SUBCONTRACT - FOR CONTRACTOR'S

activities to more than one Piling Sub-subcontractor:
and / or
piling works, the Piling Sub-contractor shall deploy at least one number of self-
owned plant for each type of the plants, unless otherwise allowed by the CM:
a. Crawler crane;
c. Submit documents to prove the plant ownership and, if applicable, the
relationship between the Piling Sub-contractor and the Piling Sub-
d. For piling works undertaken by Piling Sub-subcontractor, deployment of
self-owned plants of the Piling Sub-subcontractor to Site shall comply with
the requirements stated in PIL1.G610;
e. The self-owned plants deployed to Site according to sub-clauses (3)(a) to
(3)(e) may be used by the Piling Sub-subcontractor when necessary.
_____________________________________________________________________________________________
5. A probity clause shall be included in the Piling Subcontract such that:

PIL1.G610.9 CONDITIONS ON PILING SUB-SUBCONTRACT - FOR ENGINEER'S

Incorporate the following conditions into the Piling Sub-subcontract:
1. The piling activity and the scope of the Piling Sub-subcontract;
2. The Piling Sub-subcontractor is not allowed to subcontract the following piling
activities:
piling works, the Piling Sub-subcontractor shall deploy and use only his self-
owned plants save when necessary, he may use the Piling Sub-contractor's self-
owned plants deployed in accordance with PIL1.G600:
a. Crawler crane;
4. The Piling Sub-subcontractor shall comply with the following in deploying self-
a. Self-owned plants of the Piling Sub-subcontractor shall mean plants owned
by the Piling Sub-subcontractor or by the Piling Sub-subcontractor's parent,
sister or subsidiary company for the exclusive use of the Piling Sub-
subcontractor;
on Site;
the relationship between the Piling Sub-subcontractor and the Piling Sub-
subcontractor's parent, sister or subsidiary company;
works.
5. The Piling Sub-contractor shall supply piling materials, which form whole or
part of permanent works, to the Piling Sub-subcontractor;
6. A probity clause shall be included in the Piling Sub-subcontract such that:

_____________________________________________________________________________________________
"If the Piling Sub-subcontractor or any of his agents or employees are found to
have offered or given advantage, gratuity, bonus, discount, bribe or loan of any
sort to any agent or employee of the Piling Sub-contractor, the Contractor, Hong
Kong Housing Authority or Housing Department, the Piling Sub-contractor shall
at liberty forthwith terminate the employment of the Piling Sub-subcontractor
under the Piling Sub-subcontract. The Piling Sub-contractor, the Contractor,
Hong Kong Housing Authority or Housing Department shall hold the Piling
Sub-subcontractor liable for any loss or damage which the Piling Sub-contractor,
the Contractor, Hong Kong Housing Authority or Housing Department may
thereby sustain."

CONTRACT ONLY
Incorporate the following conditions into the Piling Sub-subcontract:
1. The piling activity and the scope of the Piling Sub-subcontract;
2. The Piling Sub-subcontractor is not allowed to subcontract the following piling
activities:
and / or
piling works, the Piling Sub-subcontractor shall deploy and use only his self-
owned plants save when necessary, he may use the Piling Sub-contractor's self-
owned plants deployed in accordance with PIL1.G600:
a. Crawler crane;
4. The Piling Sub-subcontractor shall comply with the following in deploying self-
a. Self-owned plants of the Piling Sub-subcontractor shall mean plants owned
by the Piling Sub-subcontractor or by the Piling Sub-subcontractor's parent,
sister or subsidiary company for the exclusive use of the Piling Sub-
subcontractor;
on Site;
the relationship between the Piling Sub-subcontractor and the Piling Sub-
subcontractor's parent, sister or subsidiary company;
works.
5. The Piling Sub-contractor shall supply piling materials, which form whole or
part of permanent works, to the Piling Sub-subcontractor;
6. A probity clause shall be included in the Piling Sub-subcontract such that:

_____________________________________________________________________________________________
"If the Piling Sub-subcontractor or any of his agents or employees are found to
have offered or given advantage, gratuity, bonus, discount, bribe or loan of any
sort to any agent or employee of the Piling Sub-contractor, the Contractor, Hong
Kong Housing Authority or Housing Department, the Piling Sub-contractor shall
at liberty forthwith terminate the employment of the Piling Sub-subcontractor
under the Piling Sub-subcontract. The Piling Sub-contractor, the Contractor,
Hong Kong Housing Authority or Housing Department shall hold the Piling
Sub-subcontractor liable for any loss or damage which the Piling Sub-contractor,
the Contractor, Hong Kong Housing Authority or Housing Department may
thereby sustain."

CONTRACT
1. Before execution of the Piling Sub-contract works, submit to the CM a written
confirmation signed by the Contractor and the Piling Sub-contractor confirming
that the conditions stated in PIL1.G590 or PIL1.G600, as appropriate, have been
included into the Piling Sub-contract;
2. In the event that the Contractor takes up the role of Piling Sub-contractor as
allowed in PIL1.G515 for Combined Piling and Building Contract, submit to
CM a written confirmation signed by the Contractor confirming that he shall
take up the role of Piling Sub-contractor and act as if he is the Piling Sub-
contractor in addition to his capacity.

SUBCONTRACT - FOR COMBINED PILING AND BUILDING
CONTRACT ONLY
Before execution of the Piling Sub-subcontract works, submit to the CM a written
confirmation signed by the Piling Sub-contractor and the Piling Sub-subcontractor
confirming that the conditions stated in PIL1.G610 have been included into the
Piling Sub-subcontract.

PILING AND FOOTING PIL1 > DESIGN
_____________________________________________________________________________________________
DESIGN
GENERAL
PIL1.D010.9 GENERAL
All specification clauses in this section shall be applied to Contractor's Design Piling
Contract / Combined Piling and Building Contract only unless otherwise stated.
PIL1.D020.9 ACCEPTABLE PILE TYPES

1. Only the type or types of piles specified in the Project Specific Specification
shall be acceptable to be used in this Contract unless otherwise proposed by the
Contractor and subsequently Approved by the CM in accordance with sub-
clause (2) below;
2. Notwithstanding sub-clause (1) above, the Contractor may propose any other
alternative types of pile as in clause PIL1.G380. The proposed alternative types
of pile must be accepted by the Buildings Department of the Hong Kong Special
Administrative Region;
3. Do not base the design on a system of hand dug caissons.
PIL1.D030.9 ACCEPTANCE OF THE DESIGN

Acceptance of the Contractor's design, whether prior to or during the contract period,
will not relieve the Contractor's responsibility to comply with this Specification.
PIL1.D040.9 DESIGN CERTIFYING CONSULTANT

A director of the Design Certifying Consultant, who must be a Registered Structural
Engineer registered with the Building Authority, must certify and sign all layouts,
details and calculations submitted to the CM, including those for tendering purposes.
INFORMATION TO BE SUPPLIED WITH TENDER

PIL1.D110.9 SUBMISSIONS
Submit three copies of each of the following with the tender:
1. Fully detailed design and specification proposals for the Works;
2. Complete set of calculations;
3. Drawings showing the number and positions of the piles;
4. The estimated average, maximum and minimum net lengths of the piles below
cut-off level;
5. Drawings showing the layout, details and founding levels of footings, if any;
6. Any other requirement as detailed elsewhere in this Specification.
PIL1.D120.9 ADDITIONAL REQUIREMENTS FOR TYPES 5, 6 AND 7 PILES

Submit also:
1. Details of grout mix as PIL1.M410 and PIL1.M420;
2. Sequence and timing of grouting, including details of secondary pressure
grouting;
3. Details of drilling method and equipment;

_____________________________________________________________________________________________
4. Details of reinforcement (including area of reinforcement at root of screw to

coupler), pipe section, spacers, couplings and related test reports for Type 5 piles
only;
5. Fabrication details of steel reinforcement cage (including installation details of
single sonic access tube) for Type 7 piles only.
DESIGN SUBMISSIONS
PIL1.D210.9 SUBMISSIONS OF PILING AND/OR FOOTING DESIGN AT
COMMENCEMENT OF THE WORKS
Submit four copies of drawings, calculations and any other relevant documents
related to piling and/or footing design for Approval not later than 7 days from the
notified date for commencement of the Works. The submissions shall include
relevant foundation plans and supporting documents as described in clause 2.7 and
clause 5.4.1, as appropriate, of the Code of Practice for Foundations. Any
submission not to the satisfaction of the CM shall be re-submitted. Allow 37 days
for each submission and re-submission for the checking of the CM.
PIL1.D220.9 SUBMISSIONS OF AMENDMENT OF PILING AND/OR FOOTING

DESIGN
In the event that amendment of piling and/or footing design is required, submit four
copies of drawings, calculations and any other relevant documents related to the
amendment for Approval. Any submission not to the satisfaction of the CM shall be
re-submitted. Allow 42 days for each submission and re-submission for the
checking of the CM.
DESIGN PARAMETERS
PIL1.D320.9 DESIGN LOAD
All loads shown on the CM's drawings are deemed dead loads and imposed loads as
defined in the Building (Construction) Regulations, irrespective of whether they are
indicated on the drawings as characteristic or designed loads. Such loads have not
been multiplied by the partial safety load factors.
PIL1.D330.9 TYPES OF PILE IN ONE CAP

Allow only one type of pile in each pile cap.
PIL1.D340.9 PILE SPACING

Comply with clause 5.1.3 of the Code of Practice for Foundations.
PIL1.D350.9 STRESS IN STEEL FOR PILING DESIGN

1. For Type 4 piles, comply with clause 2.5.5(4) of the Code of Practice for
Foundations;
2. For Type 5 piles, comply with clauses 5.4.8(2)(a) and 5.4.8(2)(c) of the Code of
Practice for Foundations;
3. For Type 6 piles, comply with clause 2.5.5(4) of the Code of Practice for
Foundations;
4. For the combined effects of dead, imposed and wind loads, the allowable stress
in sub-clauses (1), (2) & (3) above may be increased by not more than 25%
where such increase is solely due to wind loads.

_____________________________________________________________________________________________
PIL1.D360.9 STRESS IN CONCRETE FOR PILING DESIGN

1. For Types 1a and 2 piles, comply with Regulation 26 of Building (Construction)
Regulations and clause 2.5.5(2) of the Code of Practice for Foundations;
2. For Types 1c and 3 piles, comply with Regulation 27 of Building (Construction)
Regulations and clause 2.5.5(2) of the Code of Practice for Foundations.
PIL1.D370.9 WIND EFFECT

Design the foundations to comply with the "Code of Practice on Wind Effects in
Hong Kong 2004 " issued in December 2004 by the Buildings Department of the
Hong Kong Special Administrative Region.
PIL1.D380.9 RESISTANCE TO SLIDING, UPLIFT, OVERTURNING AND BUOYANCY

1. Design the foundations to comply with Section 15 of the Building (Construction)
Regulations of Hong Kong and clauses 2.5.4 and 5.1.6 of the Code of Practice
for Foundations;
2. Comply also with clause 5.3.3 of the Code of Practice for Foundations regarding
uplift resistance of piles.
PIL1.D390.9 SAFE LOAD CARRYING CAPACITY

1. The combined effects of dead, imposed and wind loads including negative skin
friction shall not exceed the safe load carrying capacity of an individual pile
times the group reduction factor, if necessary, in accordance with PIL1.D400;
2. The safe load carrying capacity of an individual pile shall not exceed the
allowable structural capacity of the pile based on the allowable stresses in steel
and concrete stipulated in PIL1.D350 and PIL1.D360, respectively;
3. The compressive safe load carrying capacity of an individual Type 3 pile
founded on Category 1(a), 1(b), 1(c), 1(d) or 2 rock defined in PIL1.G450 shall
not exceed the sum of:
a. the area of the designed pile base times 10 MPa, 7.5 MPa, 5 MPa, 3MPa or
3 MPa respectively; and
b. the bond or frictional resistance of the pile in a rock socket as allowed in
clause 5.4.7 of the Code of Practice for Foundations.
4. The safe load carrying capacity of an individual Type 5 and Type 6 pile shall be
derived according to the design principles stated in clause 5.4.8 and 5.4.2
respectively of the Code of Practice for Foundations;
5. For piles in compression designed not to rest on bedrock defined in PIL1.G450,
base the pile design, in addition to the driving formula if the pile is a driven pile,
on static formulae to achieve the required embedded length of the piles in the
bearing stratum by using one of the following references:
a. Poulos H.G. and Davis E.H. (1980) - Pile Foundation Analysis and Design -
John Wiley & Sons, New York, New York;
b. Tomlinson M.J. (1995) - Foundation Design and Construction, 6th Edition -
c. Tomlinson M.J. (1994) - Pile Design and Construction Practice, 4th Edition -
E&FN Spon, London.
6. Propose the driving formula and the associated parameters for the CM's approval.
Where hydraulic hammers are used, adopt the modified Hiley formula:
KhE
Q
(2s  c1  c 2  c 3 )
where
Q = safe compressive load carrying capacity (kN);
_____________________________________________________________________________________________
E = Driving energy of the hammer immediately before impact (KNmm);

s = set per blow (mm);
c1 = temporary compression allowance for pile head and cap (mm);
c2+c3 = elastic rebound (mm); and
Kh = Hydraulic Hammer Factor that, in any event should not be greater than the
following values:
Kh = 0.6 where a pile cushion is used; and
Kh = 0.7 where no pile cushion is used; and
Appropriate adjustment should be made to the Kh value if a lower value is
obtained from load testing results as stated in sub-clause (7) below;
7. Demonstrate the adequacy of the proposed driving formula or the modified
Hiley formula and the associated parameters stated in sub-clause (6) in the
determination of safe load carrying capacity of the pile by conducting load test(s)
stipulated in PIL1.T810 to PIL1.T880. Verify the value of E in the modified
Hiley formula by a method agreed by the CM;
8. The overall length of each pile must be the greater of those derived from the
following formulae:
a. The driving formula or the modified Hiley formula as stated in sub-clause (6)
above; or
b. The static formula as stated in sub-clause (5).
9. Adopt an installation method that will ensure that the required embedded length
is achieved;
10. For the purpose of design calculations for the safe load carrying capacity of piles
in compression, the design soil parameters (bulk unit weight, effective cohesion
and effective friction angle) of different soil type shall not exceed the values
given in the Project Specific Specification;
11. Design ground water level shall be as given in the Project Specific Specification;
12. Make a detailed submission to the CM to substantiate any proposed modification
to the soil parameters stated in sub-clause (10) above and:
a. Verify the proposed values by carrying out necessary Approved laboratory
tests. The CM reserves the right to reject any proposed modification which
is not to his entire satisfaction;
b. Submit, with the tender, details of the proposed tests all to the CM's
satisfaction. Arrange for a sufficient number of laboratory tests to establish
the lower bound design values for each major stratum with sufficient
independent results for that stratum. Have all laboratory tests for this
purpose carried out at own cost and without any extension of time.

_____________________________________________________________________________________________
13. Notwithstanding sub-clause (10) above, in relation to the design, the Contractor
may establish unit side resistance and unit tip resistance of the driven piles to be
used in the Contract for various ground conditions and depths by preliminary
pile loading tests in addition to those described in PIL1.T110 or separate side
resistance and tip resistance tests. If design parameters derived from loading
tests are to be used, submit the locations and instrumentation details of the
proposed preliminary piles for such verification purpose, and a testing
programme all to the satisfaction of the CM with the tender. The number of
preliminary piles shall be sufficient to establish the lower bound design value for
each major stratum with sufficient independent results for that stratum. Carry
out all loading tests for this purpose at own cost, without any extension of time
and complete them within two months of the notified date for the
commencement of the Works. In the event of any failure to complete the above
loading tests within two months of the notified date for the commencement of
the Works, then no piling work, except for the loading tests, will be permitted to
proceed any further until the completion of the loading tests, unless otherwise
Approved. Bear the cost of any delay in this connection. No claim for
additional costs or any extension of time will be considered by the CM;
14. In checking the allowable buckling capacity of Types 5 and 6 piles, the lateral
restraints from the grout, steel casing if permanent and the surrounding soil may
be allowed. Do not apply sub-clause (5) above to Types 5 and 6 piles.
PIL1.D395.9 SAFE LOAD CARRYING CAPACITY - TYPE 7 PILES FOR

CONTRACTOR'S DESIGN
1. The theoretical safe compressive load carrying capacity (Qp) in kN of Type 7
pile shall be the sum of allowable skin friction capacity (qs) along the whole pile
shaft and allowable end bearing capacity (qb) of the pile base:
Qp = qs + qb
= μ Σ Nav P Li + 5 N A
where
μ = designed friction coefficient in kN/m² per SPT "N" value and to
be verified by trial pile (maximum value to be used is limited to
1.6);
Nav = average SPT "N" value along the pile shaft in blows / 300 mm
(maximum value to be used is limited to 40);
P = perimeter of the pile in m;
Li = length of the pile shaft section i in m;
N = SPT value at the pile base in blows / 300 mm
(maximum value to be used is limited to 200);
A = bearing area of the pile base in m²;
Shaft friction in filling materials and marine deposits shall be ignored;
2. Notwithstanding sub-clause (1) above, the Contractor shall build in a greater
margin of safety in his design where necessary and subject to the CM's approval,
having regard to the sub-soil conditions of the site and his method of pile
installation;
3. The allowable compressive stress of grout shall be 5 N/mm² and may be
increased by 25% where such increase is solely due to wind loads;
4. For axially loaded piles designed to take tension, provide reinforcement with
tension lap length along the full length of the pile. For piles designed to take
vertical and lateral loads, provide sufficient reinforcement to resist all actions
including bending moment. Allow a minimum cover of 75 mm to reinforcement.

_____________________________________________________________________________________________
PIL1.D400.9 GROUP REDUCTION FACTOR

Allow for the reduction of bearing capacity of individual piles in a group in
accordance with the requirements stated in clause 5.1.2 of the Code of Practice for
Foundations.
PIL1.D410.9 PILES FOUND ON BEDROCK

Do not apply any group reduction factor where the piles are designed to found on
bedrock defined in PIL1.G450. Submit details indicating the levels of pile bases for
safe bearing of the proposed piles with the tender. For Type 4 Piles driven to
bedrock, comply with clause 5.4.11 of the Code of Practice for Foundations.
PIL1.D420.9 CASING THICKNESS

Ensure that the thickness of casing to pile shaft for piles types 2 and 3 is sufficient to
withstand soil and water pressure. If directed by the CM, increase the thickness of
the casing at no extra cost to the Authority.
PIL1.D430.9 BOND STRENGTH IN TYPES 5 AND 6 PILES

The rock socket must be founded in bedrock as PIL1.G450 and:
1. Design bond strength between rock and grout: not exceeding the value of the
presumed allowable bond or friction between rock and concrete or grout for piles
as stated in Table 2.2 of clause 2.2.2 of the Code of Practice for Foundations;
2. Design bond strength between grout and steel H-pile for Type 6 piles or grout
and steel bars for Type 5 piles : not exceeding the allowable value stated in
clause 2.5.5(4) or 5.4.8(2) respectively of the Code of Practice for Foundations;
3. If a different bond strength value is proposed, submit with the tender, details of
the proposed founding method, design parameters, proposed testing methods to
be applied to the trial pile (including loading test), design calculations, testing
programme and proof of the validity of the parameters to the CM's satisfaction
before applying them to the design. Establish the proposed value of bond
strength between grout and rock with a sufficient number of tests or test piles.
Carry out all the tests for this purpose without any extension of time and bear all
associated costs;
4. Ignore the contribution of the grout to the structural capacity of the piles.
PIL1.D440.9 UNDERGROUND OBSTRUCTIONS IN TYPE 7 PILES FOR

CONTRACTOR'S DESIGN
1. For the underground obstruction encountered in the top few metres of the ground,
subject to the CM's approval, remove the underground obstruction by some
suitable forms of excavation and re-install the pile at its design location. Ignore
the positive shaft friction above the bottom level of the obstruction in calculation
of the allowable skin friction capacity of the pile;
2. For the underground obstruction encountered at greater depths causing auger
refusal, such as the rate of penetration of the drilling is less than 300mm per
minute, follow the procedures below:
a. If the pile is closer than 6 pile diameters from any completed Type 7 pile,
the drilling hole shall be backfilled with cement grout and the pile shall be
relocated;
b. For a pile with a centre to centre distance greater than 6 pile diameters from
any completed pile, subject to the CM's approval, remove the obstruction by
a method approved by the CM, backfill the bored hole with sand before re-
installation of the pile. Ignore the positive shaft friction above the bottom
level of the obstruction in calculation of the allowable skin friction capacity
of the pile.
_____________________________________________________________________________________________
SETTLEMENT ANALYSIS
PIL1.D510.9 REQUIREMENT
Design piles and/or footings which are not to be completely resting on bedrock to
include settlement calculations based on the design layout and depths of piles to be
installed and/or footings to be constructed.
PIL1.D520.9 BLOCK SETTLEMENT AND DIFFERENTIAL SETTLEMENT

1. Comply with the requirements stated in clause 2.3.2 of the Code of Practice for
Foundations;
2. Consider the effects of block and differential settlements on the performance of
buildings or structures in the design;
3. Design the foundation to satisfy the following requirements:
a. The maximum angular rotation of the horizontal load-bearing surface of the
pile cap and / or footing at any location under wind or other transient loads
will not exceed the value given in the Project Specific Specification
throughout its design life; and
b. The differential settlement between columns / vertical elements within the
same building or structure under working loads will not exceed the value
given in the Project Specific Specification throughout their design life; and
c. The maximum total settlement will not exceed the value given in the Project
Specific Specification throughout their design life.
PIL1.D530.9 SCOPE OF CALCULATIONS

Clearly show in the calculations, the total and differential settlement at the end of the
construction period of building structures and also in the long term. Demonstrate
also in the design calculations, that the differential settlement criterion for the
structure, set out in PIL1.D520 above, will not be exceeded. The following may be
considered in the design to minimize differential settlement:
1. Stiffness and layout of pile cap;
2. Pile location and pile size;
3. Any additional factors which the Contractor considers appropriate.
PIL1.D540.9 BASIS OF ANALYSIS

Base the settlement analysis in clause 2.3.1 of the Code of Practice for Foundations
and / or on one of the following publications:
1. Poulos H.G. and Davis E.H. (1980) - Pile Foundation Analysis and Design -
2. Tomlinson M.J. (1995) - Foundation Design and Construction, 6th Edition - John
Wiley & Sons, New York, New York;
3. Tomlinson M.J. (1994) - Pile Design and Construction Practice, 4th Edition -
E&FN Spon, London.
PIL1.D550.9 SCHEDULE
Include, in the design, a separate schedule of basic principles, procedures and
assumptions citing the source reference, page numbers and, in addition, the method
of deriving rock mass and/or soil mass properties used in the design.
PIL1.D560.9 ELASTICITY MODULUS

For the assessment of foundation settlement, do not choose an elasticity modulus of
soil greater than FN and in no case greater than 200 MN/m²:
where:
_____________________________________________________________________________________________
E = elasticity modulus of soil in MN/m²;

N = Standard Penetration Test (SPT) results prior to pile installation;
F = 0.8 for N less than 100, and
1.0 for N equal to or greater than 100.
PIL1.D570.9 SUBMISSION - ACTUAL CONDITIONS OF INSTALLATION

Submit a settlement analysis based on the actual conditions of piles installed before
commencement of construction of pile caps and:
1. Consider the effect of block settlement;
2. Verify the assumed parameters and bear the cost of such verification.
RESISTANCE TO HORIZONTAL FORCES

PIL1.D610.9 GENERAL
1. Piles (either vertical or raking), or pilecaps or both may be designed to resist
horizontal forces and tenderers must submit with their tenders, detailed
calculations which demonstrate that the design is both structurally and
geotechnically acceptable. Make calculations in accordance with the criteria set
out in PIL1.D620 to PIL1.D670;
2. Footings may be designed to resist horizontal forces and tenderers must submit
with their tenders, detailed calculations which demonstrate that the design is
both structurally and geotechnically acceptable;
3. The formulae and publications given in this sub-section are for reference only.
The designer may use data from other publications, but in this event, he must
demonstrate that the publication proposed is applicable to the loading, building
structures and founding material in this Contract. The publication proposed
must be wholly compatible with the basic source data of this site. If the
references in the publication proposed are derived from overseas, produce
precedent cases to demonstrate that the design methods and procedures have
been successfully applied in Hong Kong. No matter what publication is used in
the Contractor's design, the Contractor will not be relieved of his design
responsibilities under the Contract..
PIL1.D620.9 TYPE 5 PILES

Do not design Type 5 piles to resist horizontal loads unless they are designed as
raking piles.
PIL1.D630.9 HORIZONTAL RESISTANCE BY PILE CAPS ONLY

1. Maximum horizontal displacement of pilecaps: 25 mm;
2. Design piles to resist any effect of pile cap movement due to horizontal forces;
3. Do not permit the allowable stresses in the piles to be exceeded.
PIL1.D640.9 HORIZONTAL RESISTANCE BY PILES ONLY WITH PILE TOPS FIXED

AGAINST ROTATION
1. Use the following formulae to determine the deflections and moments of the
piles:
1
 EI  5
a. T  
 nh 
b. M p  Fm  PT 

_____________________________________________________________________________________________
 PT 3 
c. Dp  Fd  
 EI 
where:
E = elastic modulus of pile material in kN/m².
I = moment of inertia of pile cross section in m4.
nh = coefficient of variation of sub-grade reaction in kN/m³. For the
purpose of calculation, a suggested value of nh is given in the Project
Specific Specification. Take responsibility to ensure that the assumed
value of nh on which the design is based is adequate for this Contract.
Carry out boreholes, soil tests and other tests to verify to the
satisfaction of the CM, the assumed value of nh. Should the values of
nh so verified require more piles and / or pile cap quantities, carry out
any necessary redesign, extra piling work etc. at own expense and
without any extension of time.
T = relative stiffness of pile soil system, m.
Mp = moment at depth z, KNm.
Dp = deflection at depth z, m (25 mm maximum).
Fm = moment coefficient at depth z, as given in page 7.2 - 239 Fig. 12 of
"FOUNDATIONS AND EARTH STRUCTURES, DESIGN
MANUAL 7.2", May 1982 Edition, published by the Department of
the Navy, Naval Facilities Engineering Command.
Fd = deflection coefficient at depth z as given in page 7.2 - 239 Fig 12 of
"FOUNDATIONS AND EARTH STRUCTURES, DESIGN
MANUAL 7.2", May 1982 Edition, published by the Department of
the Navy, Naval Facilities Engineering Command.
P = horizontal load in kN.
2. Check the combined effect due to horizontal forces and vertical forces;
3. For a group of piles, reduce the coefficient of variation of sub-grade reaction
(nh), which is a function of pile spacing in the direction of loading, as below:
Spacing nh group Spacing nh group
8D 1.00nh 4D 0.40nh
6D 0.70nh 3D 0.25nh
Notes:
(1) D = pile diameter or diagonal width. Pile spacing normal to the direction
of loading has no influence provided it is greater than 2.50D.
(2) Subgrade reaction is to be reduced in the direction of loading.
PIL1.D650.9 HORIZONTAL RESISTANCE BY PILES ONLY WITH FLEXIBLE PILE

CAPS OR HINGED END CONDITIONS
All as PIL1.D640 above, except that the coefficients symbolized by the terms Fm
and Fd are as given in page 7.2 - 238, Fig 11 of "FOUNDATIONS AND EARTH
STRUCTURES, DESIGN MANUAL 7.2", May 1982 Edition, published by
Department of the Navy, Naval Facilities Engineering Command.
PIL1.D660.9 HORIZONTAL RESISTANCE BY PILES AND PILE CAPS TOGETHER

1. Utilise a rational soil mechanics approach in the design and demonstrate the
compatibility of the method chosen with the sub-soil conditions and the method
and result of testing. The derivation of parameters and the method of
computations must be mutually compatible and consistent;
2. Maximum design displacement of pile caps and piles: 25 mm;

_____________________________________________________________________________________________
3. The following publications may be used for reference:

a. Section 4.2, chapter 4 of "ELASTIC SOLUTIONS FOR SOIL AND ROCK
MECHANICS" by H.G. Poulos and E. H. Davis, 1974 for relating the
displacement and forces in the cap:
Maximum values for E (Young's Modulus for soil) shall be as given in the
Suggested values of V (Poisson's ratio for soil) shall be as given in the
It is the Contractor's responsibility to ensure that the values of E and V taken
are adequate. The Contractor is to carry out boreholes, soil tests and other
tests as necessary to verify his assumed values of E and V. If the values of E
and V so verified require more piles and/or pile cap quantities, then the
Contractor is to carry out any necessary redesign, extra piling work etc at his
own expense and without any extension of time;
b. "FOUNDATIONS AND EARTH STRUCTURES DESIGN MANUAL 7.2",
May 1982 Edition for calculating the displacement, moments and forces on
the piles.
PIL1.D670.9 HORIZONTAL RESISTANCE BY ROCK SOCKET

Check for any additional stresses induced in the rock socket when the piles are
designed with rock socket to resist horizontal loads. Comply with the requirements
stated in clause 5.3.4 of the Code of Practice for Foundations.
NEGATIVE SKIN FRICTION

PIL1.D710.9 GENERAL
Make allowance in design calculations for negative skin friction and comply with
clause 5.2 of the Code of Practice for Foundations.
PIL1.D720.9 BASIC FORMULA

1. The negative skin friction (NSF) caused by the settlement of the soil mass, is
estimated by means of the equation in clause 5.2.2 of the Code of Practice for
Foundations;
2. The minimum depth of the consolidation strata, l, for different blocks / structures
shall be as given in the Project Specific Specification;
3. Take responsibility to ensure that the assumed value of l on which the design is
based is adequate for this Contract. Carry out boreholes, to the satisfaction of
the CM, to verify the assumed value of l. Should the values of l so verified be
greater than those on which the design is based, carry out any necessary redesign,
extra piling work etc based on the greater values of l so verified at own expense
and without any extension of time. Should the values of l so verified be less than
the minimum values stated above, use the minimum values stated above in the
design. In no case must l be longer than the length of the pile, measuring from
ground level;
4. Water table level shall be as given in the Project Specific Specification;
5. Ground level shall be as given in the Project Specific Specification;
6. The at-rest earth pressure coefficient, K0, shall be as given in the Project Specific
Specification;
7. Make allowance for the effect of NSF between ground level and the soffit of the
pile cap.

_____________________________________________________________________________________________
PIL1.D730.9 AVERAGE SOIL PROPERTIES

For the purposes of calculating negative skin friction, apply the average soil
properties below ground as given in the Project Specific Specification.
PIL1.D740.9 GROUPING EFFECT

Calculate the effect on negative skin friction of grouping effect based on the
proposed design and the principles stated in clause 5.2.2 of the Code of Practice for
Foundations. Submit all calculations with the tender.
PIL1.D760.9 REDUCTION OF NEGATIVE SKIN FRICTION

The design negative skin friction may be reduced in the case of tenders based on
piles coated with a bitumen slip layer, provided that such material is acceptable to
BD and provided that the proposed reduction in the design negative skin friction can
be substantiated by reliable full scale field tests, preferably carried out locally under
similar soil conditions. No reduction in negative skin friction due to grouping and
boundary effects is permitted for bitumen coated piles. Tenders on this basis must
include:
1. Proposed methods for proving that the slip layer is undamaged during pile
driving and for determining the design reduction;
2. A guarantee that sufficient quantity of the material proposed for the slip layer
will be available to enable the Works to be executed within the Contract period
and that if it is not, the Contractor will redesign the piling system and execute it
at no extra cost to the Authority and with no extension of time claimed.
PILE CAP DESIGN

PIL1.D810.9 STANDARDS
Comply with Code of Practice for Structural Use of Concrete 2013 and Code of
Practice for Foundations issued by the Buildings Department in respect of all design
for reinforced concrete pile caps and for structural concrete above piles.
PIL1.D820.9 SUBMISSIONS (CONSTRUCTION OF PILE CAP IS NOT PART OF THE

CONTRACT)
1. Prepare and submit a layout design of the pile caps with the tender, together with
the schedule of pile cap quantities required by the Special Conditions of Tender;
2. Within two months following the notified date for commencement of the Works,
complete the design of pile caps and submit four copies of working drawings
and design calculations for Approval. Submit for further Approval any revisions
made subsequent to this Approval within fourteen days following the completion
of all piling works to each block/structure. Submit to the CM a complete set of
the negatives for all working drawings of pile caps within fourteen days after the
certified completion of the Contract;
3. Submit, with the tender, design calculations and details of reinforcement for pile
caps for structural members specified in the Project Specific Specification.
PIL1.D830.9 SUBMISSIONS (CONSTRUCTION OF PILE CAP IS PART OF THE

CONTRACT)
Submit the following:
1. With the tender: drawings showing the layout and details of all the pile caps,
together with all design calculations etc;

_____________________________________________________________________________________________
2. Within two months following the notified date for the commencement of the
Works and before the commencement of any pile cap works on Site: four copies
of working drawings for the pile caps for Approval. Submit, for Approval, any
revisions made subsequent to this Approval.
DESIGN GUIDELINES
PIL1.D910.9 MANDATORY GUIDELINES
Comply with the mandatory design guidelines as given in the Project Specific
Specification.
PIL1.D920.9 RECOMMENDED GUIDELINES

Recommended design guidelines which are considered suitable for the purpose of
this Contract are included in the Project Specific Specification but the Contractor
may propose a different design method for this part of the work.
PIL1.D930.9 CONTRACTOR'S RESPONSIBILITY

The provision of the mandatory and/or recommended guidelines in PIL1.D910 and
PIL1.D920 above does not relieve the Contractor of any of his design responsibilities
under the Contract.

PILING AND FOOTING PIL1 > MATERIALS
_____________________________________________________________________________________________
MATERIALS
GENERAL
PIL1.M010.9 INFORMATION TO BE SUPPLIED WITH TENDER
Submit information of major materials proposed to be used in the piling works with
the tender.
PIL1.M020.9 SAMPLES
Test representative samples of all materials being incorporated into the permanent
works to show compliance with this Specification.
PIL1.M030.9 TEST CERTIFICATES

On Site delivery verification:
1. Submit to the CM the manufacturer's test certificates for each batch of piles
delivered to Site;
2. Where piles Types 1(a), 1(b) and/or 2 are used in this Contract, and when the
piles are not cast on the Site, submit the manufacturer's certificate signed by the
manufacturer's engineer who should hold the qualification of MICE or
MIStructE or MHKIE for each delivery of piles to Site stating:
a. That the piles have been manufactured in accordance with the
manufacturer's standards Approved by the Authority;
b. That the piles are satisfactory for the purpose intended;
c. What mix proportion and admixtures have been used in the concrete;
d. The results of all cube and core tests.
3. Where piles Types 4 and/or 6 are used in this Contract, submit the test
certificates endorsed by the manufacturer for each delivery of steel H-piles to
Site stating the results of chemical composition analysis, tensile tests and impact
tests in accordance with the requirements of BS EN 10025 Part 1-6:2004.
PIL1.M040.9 QUALITY ASSURANCE

Carry out and conduct quality assurance on the production of pile Types 1a, 1b and 2
and/or Approved special proprietary types of piles under an Approved quality
assurance scheme. The scheme must be inspected and certified by an independent
engineer who should also hold the qualification as MHKIE, MICE or MIStructE.
PIL1.M050.9 COLOUR CODE SYSTEM OF STEEL PILE SECTIONS

Colour Code System:
1. Submit for Approval a colour code system in the Quality Control System as
stipulated in PRE.B8.1425 for identification of steel pile sections for Types 4
and 6 Piles;
2. A batch of steel pile sections is defined as each delivery of steel pile sections to
Site under one delivery order. Upon delivery of the steel pile sections to Site and
before the material test results are known, apply colour markings (other than red
and green) at both ends of the pile sections in accordance with the Approved
colour code system submitted in sub-clause (1) above;
3. Upon material test results (including retest as permitted under the Specification)
being available, change the colour at both ends of the pile sections as follows:
a. Green colour: for steel pile sections conforming to the Specification;

_____________________________________________________________________________________________
b. Red colour: for steel pile sections not conforming to the Specification.
STEEL PILES
PIL1.M110.9 'H' PILES AND PLATES
Quality requirements:
1. Complying with BS EN 10025 Part 1-6:2004; and
2. Use steel H-piles of types and brands recognized by BD. Material properties
shall comply with the requirements stated in the recognition documentation
issued by BD. Each section shall contain manufacturer's identification marked
on it by means of engraving or similar techniques approved by the CM.
PIL1.M120.9 STEEL PIPE PILES

Quality requirements:
1. Complying with BS 3601:1987 or BS 6323:Parts 1 and 2:1982, except as
regards the requirements of hydraulic pressure tests.
PERMANENT CASINGS
PIL1.M210.9 TYPE 5 PILES
1. Material: Grade S275 to BS EN 10210 Part 1-2:2006 for Hot-Finished Hollow
Section and BS EN 10219 Part 1-2:2006 for Cold-Formed Hollow Section;
2. Minimum thickness: 5.0 mm;
3. Internal diameter: not less than the finished pile diameter shown or scheduled on
the Drawings;
4. Free from:
a. Significant distortion and of uniform cross-section throughout the whole
length;
b. Internal projections which might prevent the proper formation of the piles.
PILE SHOES
PIL1.M310.9 GENERAL
1. Submit full details of pile shoes together with the tender when specified in the
Project Specific Specification;
2. Take all necessary precautions including, where appropriate, or if required in the
Project Specific Specification, the provision of specially designed pile shoes to
protect the ends of the piles during driving.
PIL1.M320.9 TYPES 1A AND 1B PILES

Provide flat or pointed co-axial shoes and:
1. Steel pile shoes: manufactured from steel complying with Grade S275 to BS EN
10025:2004;
2. Cast steel pile shoes: manufactured from steel complying with BS 3100:1991,
grade A;
3. Cast steel pile shoes: manufactured from chill hardened iron, as used for making
grey iron castings, complying with BS 1452:1996, grade 150 and free from
major blow holes and other surface defects.

_____________________________________________________________________________________________
PIL1.M330.9 STRAPS AND FASTENINGS FOR CAST PILE SHOES FOR TYPES 1A
AND 1B PILES
Manufactured from steel complying with Grade S275 to BS EN 10025:2004, cast
into the point of the shoe to form an integral part of the shoe.
PIL1.M340.9 TYPE 1c PILES

1. Manufactured from durable materials Approved by the CM and capable of
withstanding driving stresses without damage;
2. Designed to provide a watertight joint with permanent casings.
PIL1.M350.9 TYPE 4 PILES

Fit piles with Approved toe protection. The protection must be adequate to resist the
driving stress.
GROUT AND CONCRETE

PIL1.M410.9 GROUT
Consisting of ordinary Portland cement and water and:
1. Containing sand, PFA and admixtures only when Approved;
2. With a minimum cementitious content of 600 kg/m³;
3. When used to fill core holes, having a minimum characteristic compressive
strength at 28 days of not less than the specified grade strength of the concrete
surrounding the core hole;
4. With a maximum amount of bleeding of 2% in the first 3 hours and not
exceeding 4% in total. The water must be reabsorbed by the grout during the 24
hours after mixing;
5. With a maximum free expansion of 10% at the nominal temperature;
6. With any Approved admixtures being chloride-free;
7. With a maximum total chloride content, expressed as a percentage relationship
between the chloride ion and the cementitious content by mass in the grout, of
0.1%.
PIL1.M420.9 GROUT FOR TYPES 5, 6 AND 7 PILES

In addition to the requirements of PIL1.M410 above, ensure that grout for Types 5, 6
and 7 piles complies with the following:
1. Water used in the grout must be clean and fresh with a temperature not
exceeding 30°C nor less than 5°C;
2. Additives and admixtures complying with BS 5075:1982 and only used with the
prior agreement of the CM;
3. Non-shrink and having a minimum characteristic compressive strength of
30 N/mm² at 28 days;
4. For Type 7 piles,
a. Maximum grout temperature shall not exceed 38°C;
b. Sample each truckload of grout by using a 225 to 350 ml capacity disposable
glass or cup to evaluate premature setting or initial set of the grout mix.
Reject the use of the grout if the initial set has occurred under the condition
of the grout starting forming the shape of the container when tilted.
PIL1.M430.9 FILLING TO STEEL PIPE PILES

Fill for:

_____________________________________________________________________________________________
1. The uppermost 3 m from cut off level: concrete grade 10/20;

2. The remainder: Approved decomposed rock fill.
PIL1.M440.9 CONCRETE FOR PILE CAPS AND FOOTINGS

1. For Contractor's Design Piling Contract / Combined Piling and Building
Contract: use Grade 30/20;
2. For Engineer's Design Piling Contract / Combined Piling and Building Contract:
concrete grade is specified in Drawings;
3. Maximum free water/cement ratio allowed: as CON1.M1170;
4. Inclusion of PFA as partial cement replacement: as CON1.M170 and
CON1.M1190.
ANCILLARY MATERIALS
PIL1.M510.9 PAINT FOR STEEL PILES AND STEEL OR CAST IRON COMPONENTS
Approved proprietary epoxy based paint.
PIL1.M520.9 WELDING ELECTRODES

As Worksection STR1.
PIL1.M540.9 EARTH FILLING

General Fill Material and Special Fill Material as EAR1.M220.
MECHANICAL COUPLER FOR TYPE 5 PILES

PIL1.M610.9 TYPE OF MECHANICAL COUPLER
The quality requirements of mechanical coupler shall be in accordance with
CON3.M310.
PIL1.M620.9 SUBMISSION
Submission of the details of the mechanical coupler shall be in accordance with
CON3.M320.
PIL1.M630.9 QUALITY ASSURANCE SCHEME FOR MECHANICAL COUPLER

Details of quality assurance scheme for mechanical coupler shall be in accordance
with the Project Specific Specification.

PILING AND FOOTING PIL1 > WORKMANSHIP
_____________________________________________________________________________________________
WORKMANSHIP
GENERAL
PIL1.W010.9 REQUIREMENTS OF THE CONTRACT
Construct the works in a manner such as to satisfy the requirements of the Contract.
In the event of any failure to comply with this requirement, rectify as necessary, until
the requirements of this Specification are met.
PIL1.W020.9 REQUIREMENTS OF THE CONTRACTOR'S DESIGN

For Contractor's design piling contract / combined piling and building contract, the
specification for design applies equally to construction. In the event of any failure to
comply with this requirement, redesign and construct as necessary, until the
requirements of this Specification are met.
PIL1.W030.9 DELIVERY, HANDLING AND STORAGE OF PILES

Carry out delivery, handling and lifting with due care and to Approval. Stack piles
neatly, off the ground.
PIL1.W040.9 COLOUR MARKINGS OF STEEL PILE SECTIONS BY STOCKISTS OR

SUPPLIERS PRIOR TO DELIVERY
1. Obtain steel pile sections from stockists / suppliers for Types 4 and 6 Piles
preferably without red and / or green colour markings at either end of the steel
pile sections;
2. If steel pile sections with red colour marking, or with other colour marking
covering a previous red colour marking, or with green colour marking at either
end of the steel pile sections are to be supplied:
a. Provide in advance of delivery of steel pile sections to Site an explanation of
the presence of the said colour marking(s) to the satisfaction of the CM. In
addition, for steel pile sections with red colour marking or other colour
marking covering a previous red colour marking, provide to the CM before
delivery to Site a written confirmation each from the Contractor and the
stockist / supplier that the steel pile sections have not been rejected by other
project(s);
b. The CM may refuse entry of steel pile sections to Site if:
i. No explanation is provided in advance; or
ii. The provided explanation is not satisfactory.
PIL1.W055.9 CONTOUR PLAN SUBMISSION FOR TYPE 4 PILES

1. Within 14 days from the notified date for commencement of the Works, submit a
location plan showing the existing ground investigation drillholes and include
any proposed additional ground investigation drillholes in accordance with the
Specification for the approval of the CM before drilling work commences on
Site;
2. Within two months from the notified date for commencement of the Works,
complete the proposed additional drillholes, draw up a plan showing the
contours of soil material with SPT N-value equal to or greater than 200 and
submit to the CM for approval. The contours shall depict the highest level
where SPT N-value is equal to or greater than 200 for at least the next 5m below;

_____________________________________________________________________________________________
3. Within 14 days after completion of the additional drillholes in the sub-clause (2)
above, submit a plan showing the minimum depth of each pile, based on the
Approved contour plan. The minimum depth shall in all cases be deeper than or
equal to the depth as estimated from the Approved contour plan;
4. The contour plan in sub-clause (2) above shall be prepared and certified by the
Design Certifying Consultant as provided in PRE.B6.060 and submit to the CM
for approval;
5. Failure to comply with the above requirements may cause delay in the
commencement of driving piles to final set. The Contractor shall be responsible
for any time and cost implication in connection with such failure in complying
with the above requirements.
PIL1.W070.9 SUBMISSION OF DRIVING FORMULA FOR TYPE 4 PILES

1. Within 14 days from the notified date for commencement of the Works, submit
for Approval by the CM a proposed driving formula with the appropriate choice
of parameters for the Contractor’s own plant and machinery, taking into account
the complexity of the ground conditions and the tentative founding level of piles;
2. Include in the proposal a testing regime and acceptance criteria to ascertain the
validity, applicability and reliability of the driving formula. The testing regime
shall include test driving on pile(s) and any other additional tests to substantiate
the driving formula. Bear cost and time for such additional tests. Allow 30 days
for the CM to give comments on the proposal. Only implement the testing
regime on Site after a written permission to commence is granted by the CM;
3. Substantiate the validity, applicability and reliability of the driving formula with
the results of the test driving on pile(s) and any other tests proposed by the
Contractor to the satisfaction of the CM. Review, modify and re-execute the
testing regime as the case requires;
4. Submit final set tables based on the Approved driving formula and in a format to
the satisfaction of the CM;
5. Do not commence driving without written permission from the CM, except for
the implementation of the testing regime stated in sub-clause (2) above. Allow
42 days for the CM to approve the final set tables in sub-clause (4) above.
Allow a further 22 days for obtaining the CM's written permission to commence
driving using the Approved final set tables;
6. Ensure that the allowable pile capacity of the piles is achieved and developed
after the final set driving with the use of the Approved driving formula. The
ultimate pile capacity shall have such a safety factor as the proposed driving
formula requires but the safety factor on design capacity of pile shall be not less
than 2;
7. All submissions in relation to the proposed driving formula shall be prepared and
certified by the Design Certifying Consultant as provided in PRE.B6.060;
8. During the progress of works, the Contractor may submit for Approval by the
CM an alternative driving formula in accordance with the above sub-clauses (1)
to (7).
9. Make due allowance in the programme for the time required for the above
requirements. The Contractor shall not be entitled to any claim for extension of
time and additional cost in relation to submission of driving formula or
alternative driving formula;
10. Approval for the use of the driving formula or alternative driving formula
shall not relieve the Contractor of any responsibility with respect to the required pile
capacities under the Contract.

_____________________________________________________________________________________________
PROTECTION
PIL1.W110.9 COATING STEEL PILES AND COMPONENTS
Protect all steel piles from cut off level to a level as given in the Project Specific
Specification and all steel and cast iron components in contact with soil of all other
types of pile from corrosion by coating with at least two coats of an Approved coal
tar epoxy paint. Apply the paint to a sufficient thickness to be suitable for resistance
to damage during the driving process and be durable without deteriorating in the
substrata environment. Prepare steel or metal surfaces and apply paint in accordance
with the manufacturer's instructions.
ACCURACY AND TOLERANCES

PIL1.W210.9 GENERAL
1. Carefully set out the foundations, locate the piles in the correct positions and
spacing and install the piles either plumb positions or to exact inclinations all in
accordance with Drawings;
2. For manufacturing and installation tolerances, refer to Appendix H "Schedule of
Tolerances" to this Specification and clause 7.5 of the Code of Practice for
Foundations;
3. The permissible deviation shall not result in any part of the foundation element
extending outside the site boundary.
PIL1.W220.9 EXCESSIVE DEVIATION

In the event of any pile varying from its correct position by more than either of the
permitted tolerances for out of plumb and eccentricity, the CM may, if he deems it
necessary, require the Contractor, to drive an additional pile or piles or to provide
beams or other such works as are necessary to make good this or any other deviation.
PLANT AND EQUIPMENT

PIL1.W310.9 APPROVAL
Obtain Approval for plant and equipment before use.
PIL1.W320.9 SUBMISSIONS
1. Submit full details of plant, driving rig and hammer proposed to be used, with
the tender;
2. For Type 7 piles, submit full details of plant, piling rig and auger proposed to be
used, with the tender.
PIL1.W330.9 PILE HAMMER

1. Use a steel pile hammer capable of driving the pile to the required depth without
overstressing or damage. For driven piles, ensure the weight of the hammer is at
least half that of the pile and sufficient to achieve the required efficiency;
2. Where hydraulic hammers are used, submit technical details of both the hammer
mechanism and instrumentation system. All hydraulic hammers should have on-
board instrumentation capable of reporting the following data both for individual
blows and for variable-sized groups of blows:
a. Hammer model and serial no. (header only);
b. Time and date (header only);
c. Blow number;
_____________________________________________________________________________________________
d. Blow-rate;
e. Impact energy;
f. Stroke height (single-acting only).
PIL1.W340.9 FOLLOWERS
Where followers are used, make allowance for a reduction of the efficiency of the
pile hammers and the followers when calculating the driving resistance.
PIL1.W350.9 VERIFICATION OF EFFICIENCY

Verify the efficiency of the pile hammers and the followers by calculation and insitu
demonstration.
PIL1.W360.9 VIBRATION CONTROL

1. Measure the peak particle velocity arising from piling and rock excavation
machines and processes for foundation work;
2. Provide Approved equipment for measuring peak particle velocity for the
exclusive use of the CM or his representatives and provide any necessary
attendance during the course of the Contract;
3. Unless otherwise specified in the Project Specific Specification, comply with the
requirements regarding peak particle velocity stated in Appendix A of
PNAP APP-137 and clause 7.2.6 of the Code of Practice for Foundations;
4. Comply with any other requirements specified in the Project Specific
Specification.
PIL1.W370.9 EXCESSIVE VIBRATION

Where the peak particle velocity is found to exceed the limits given in PIL1.W360
above, stop the machines or piling operations immediately:
1. Do not recommence work so suspended until effective means, or replacement
machines, have been employed to reduce the peak particle velocity to within the
acceptable limits;
2. Bear the cost of any stoppage under the terms of this clause and complete the
Works without any consequent extension of time.
PIL1.W380.9 DEPLOYMENT OF SELF-OWNED PILING PLANTS FOR PILING

CONTRACT
piling works, deploy at least one number of self-owned plant for each type of the
plants, unless otherwise allowed by the CM:
a. Crawler crane;
2. Comply with the following in deploying self-owned plants listed in sub-clauses
(1)(a) to (1)(e) above:
a. Self-owned plants shall mean plants owned by the Contractor or by the
Contractor's parent, sister or subsidiary company for the exclusive use of the
Contractor;

_____________________________________________________________________________________________
c. Submit documents to prove the ownership of the plants and, if applicable,

the relationship between the Contractor and the Contractor's parent, sister or
subsidiary company;
d. The self-owned plants deployed to Site in accordance with sub-clauses (1)(a)
to (1)(e) may be used by the Piling Sub-contractor when necessary.
3. For piling works undertaken by Piling Sub-contractor, deployment of self-owned
plants of the Piling Sub-contractor to Site shall comply with the requirements
stated in PIL1.G590.
PIL1.W390.9 DEPLOYMENT OF SELF-OWNED PILING PLANTS FOR COMBINED

PILING AND BUILDING CONTRACT
For piling works undertaken by Piling Sub-contractor, deployment of self-owned
plants of the Piling Sub-contractor to Site shall comply with the requirements stated
in PIL1.G600.
DRIVING
PIL1.W410.9 LENGTH OF DRIVEN PILES
Drive to a minimum net length below cut off level of 4500 mm.
PIL1.W420.9 PROXIMITY TO CAST INSITU PILES

Do not carry out driving within 3 m radius of any cast insitu pile within 48 hours of
its being concreted.
PIL1.W430.9 DRIVING STRESSES FOR STEEL PILES

Do not exceed calculated driving stresses of 0.9 × yield stress unless Approved.
PIL1.W440.9 TEMPORARY BRACING FOR DRVIEN PILES

Provide such temporary bracings as may be required during construction that are
capable of keeping each pile accurately in its correct position. The method of
bracing must be acceptable to the CM and must not be removed without prior
Approval.
PIL1.W450.9 BITUMEN SLIP LAYER FOR DRIVEN PILES

Choose from either of the following methods and submit, with the tender, details of
the method it is intended to adopt:
1. Case driven piles with bitumen slip layer for the depth over which the bitumen
slip layer is to be provided; or
2. Excavate the ground within the depth over which the bitumen slip layer is to be
provided prior to piling, and return and well ram the excavated material to a
density not less than that of the surrounding soil on completion of the piling.
PIL1.W460.9 PROPRIETARY PILES WITH PROTECTIVE COATING

Proprietary pile types incorporating a protective coating without the requirement of
casing or excavation, may be accepted subject to demonstration of the coating's
effectiveness under site conditions and to spot checks on site.

CONTRACTOR'S DESIGN PILING CONTRACT / COMBINED PILING
AND BUILDING CONTRACT
Drive each pile to such layer or level as may be determined by a pile driving formula
or static formula as PIL1.D390, whichever is the deeper, proposed by the Contractor
and Approved by the CM.
_____________________________________________________________________________________________

ENGINEER'S DESIGN PILING CONTRACT / COMBINED PILING AND
BUILDING CONTRACT
1. Drive each pile to the level as may be determined by either sub-clause (1)(a) or
(1)(b) as follows:
a.
i. The proposed minimum pile length based on agreed SPT-N≥200
contours as required in PIL1.W055 plus ……. m, unless otherwise
accepted by the CM;
ii. Satisfying the Approved pile driving formula as required in PIL1.W070.
or
b. A pile depth greater than that required by sub-clause (1)(a) if considered
necessary by the CM, after taking into account the ground conditions and
other relevant information, and satisfying the Approved pile driving formula
as required in PIL1.W070.
2. Adopt a pile installation method, including but not limited to pre-boring, to
ensure the required depth of pile is achieved without any damage, dislocation in
position, out of plumb and reduction of its load carrying capacity;
3. Do not drive a pile beyond the level as determined by sub-clause (1)(a)(i) unless
it has been substantiated that the pile has not reached its design capacity at the
level as determined by sub-clause(1)(a)(ii) by either final set measurements as
specified in PIL1.W520 using the Approved pile driving formula as required in
PIL1.W070, or the set measurements using hydraulic hammer as specified in
sub-clause (5), as appropriate;
4. Unless otherwise approved by the CM, drive the pile to reach the level as
determined by sub-clause (1)(a)(ii) progressively at an interval of not more than
one metre beyond the level as determined by sub-clause (1)(a)(i) to avoid
excessive driving of the pile. At the beginning of each of these intervals, take
final set measurements as specified in PIL1.W520 using the Approved pile
driving formula as required in PIL1.W070, or set measurements using hydraulic
hammers as specified in sub-clause (5), as appropriate;
5. For any pile pitched by using hydraulic hammers and then driven to final sets by
using drop hammers or other Approved types of hammers as allowed in
PIL1.W520, establish a set of proposed hammer switching criteria for the CM’s
approval prior to installation of working piles to avoid excess pitching of the pile.
The hammer switching criteria shall include but not be limited to a correlation
between the final set measurements using drop hammers or other Approved
types of hammers and the corresponding set measurements using hydraulic
hammers, the results of pile driving analyser tests including CAPWAP analyses
where appropriate, and the results of available static load tests;
6. Review the proposed hammer switching criteria as specified in sub-clause (5) in
respect of their accuracy, reliability and applicability from time to time when
more measurements and testing data are available, and submit any necessary
revisions of the proposed hammer switching criteria to the CM for approval. No
extra cost and extension of time shall be entertained in the establishment of the
proposed hammer switching criteria including their subsequent revisions;
7. Bear the cost for any pile length driven beyond the level as determined by sub-
clause (1)(a)(i) if the Contractor fails to take the final set measurements and / or
the set measurements as specified in sub-clauses (4) and (5). The Contractor
shall only be paid for the pile length to the level as determined by sub-clause
(1)(a)(i);

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8. Where a pile depth greater than that required by sub-clause (1)(a) is considered
necessary by the CM as mentioned in sub-clause (1)(b) above, the full length of
pile up to the depth as instructed by the CM shall be measured and paid
accordingly;
9. Final set measurements and set measurements mentioned in the Specification
shall include but not be limited to the measurements of set per blow, and
temporary compression of pile and quake (elastic rebound) for determination of
load carrying capacity of the pile.
PIL1.W490.9 DRIVING PILES DESIGNED TO REST ON BEDROCK

Drive piles designed without allowance for group reduction factor and based on
founding on bedrock as defined in PIL1.G450 to refusal or to a final set not less than
10 blows per 10 mm with a hammer capacity adequate to allow twice of the safe
load carrying capacity of the piles to be developed. Propose a pile hammer with
details of the hammer, hammer efficiency and hammer capacity to be used, support
the proposed hammer efficiency and hammer capacity by pile driving analyser tests
and obtain approval from the CM before pile driving commences. For Type 4 piles
designed to rest on bedrock, comply with clause 5.4.11 of the Code of Practice for
Foundations and carry out test driving on at least two numbers of piles selected by
the CM prior to commencement of pile installation.
PIL1.W500.9 FOUNDING LEVEL OF DRIVEN PILES

For foundation designed to rest on bedrock, carry all foundations down to the insitu
decomposed rock or bedrock as defined in PIL1.G450, and do not allow founding on
boulders.
PIL1.W510.9 PENETRATION OF DRIVEN PILES FOR ENGINEER'S DESIGN PILING

In addition to the requirements specified elsewhere in this Specification, ensure
penetration of driven piles into insitu decomposed rock is adequate to allow the pile
to develop twice the allowable bearing capacity specified in the Drawings.
PIL1.W515.9 PENETRATION OF DRIVEN PILES FOR CONTRACTOR'S DESIGN

CONTRACT
In addition to the requirements specified elsewhere in this Specification, ensure
penetration of driven piles into insitu decomposed rock is adequate to allow the pile
to develop twice the safe load carrying capacity stipulated in PIL1.D390.
PIL1.W520.9 FINAL SETS OF DRIVEN PILES FOR ENGINEER'S DESIGN PILING

Use either of the following methods to drive the piles to final sets:
1. Use hydraulic hammers to drive the piles to final sets according to the modified
Hiley formula specified in the Drawings;
2. Use drop hammers or other Approved types of hammers to drive the piles to
final sets according to an Approved driving formula.
PIL1.W525.9 FINAL SETS OF DRIVEN PILES FOR CONTRACTOR'S DESIGN PILING

Use either of the following methods to drive the piles to final sets:
1. Use hydraulic hammers to drive the piles to final sets according to the modified
Hiley formula stated in PIL1.D390;
2. Use drop hammers or other Approved types of hammers to drive the piles to
final sets according to an Approved driving formula.
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PIL1.W530.9 STEEL SET CHAIR

Propose a steel set chair with a slot for CM’s agreement to restrict the vertical
movement of pencil for recording the final set:
1. A schematic sketch of a conceptual design of the steel set chair is given by
Drawing No. CPT/SC/S/SK001 in Appendix C to this Specification;
2. The sketch is for reference only and given in good faith without prejudice to the
Contractor's responsibilities and liabilities under the Contract.
INSTALLATION OF TYPE 3 PILES

PIL1.W610.9 BELL-OUT
1. Form bell-out, if any, using an expandable drill bit mounted onto a reverse
circulation drill rig or other means approved by CM;
2. Ensure that the size of the bell-out tools is checked and calibrated on ground
before construction of the bell-out;
3. For Contractor's Design Piling Contract / Combined Piling and Building
Contract, size of bell-out shall comply with clause 5.4.7 of the Code of Practice
for Foundations.
PIL1.W620.9 RISK MANAGEMENT PLAN FOR TYPE 3 PILE

Submit to the CM a risk management plan for Type 3 Pile within 21 days from the
notified date for commencement of the Works. The risk management plan shall
include, but not be limited to, identification of possible risks arising from or in
connection with the following which may affect the quality of pile and or delay
concreting work of pile beyond the statutory permitted working hours:
1. Extraction of temporary steel casing;
2. Concrete supply;
3. Concreting equipment;
4. Complex geotechnical conditions.
The plan shall also include analysis, assessment and evaluation of the risks identified
and measures or action plans for avoiding, reducing or eliminating the risks.
INSTALLATION OF TYPES 5, 6 AND 7 PILES

PIL1.W710.9 GENERAL
Install piles without the use of bentonite slurry or other drilling muds.
PIL1.W720.9 TRIAL PILES

1. For Types 5 and 6 piles, install one vertical trial pile:
a. At a location agreed by the CM before the installation of any pile;
b. To demonstrate that the Contractor's proposed installation method will
produce piles complying with this Specification; and
c. To carry out loading test according to the load testing requirements for
working piles as and when Instructed.
2. For Type 7 piles, install at least two trial piles:
a. Of such length as calculated using two μ values agreed by the CM, taking
into account the Contractor's capability and equipment to be used in pile
installation, for the safe load carrying capacity;
b. At a location agreed by the CM before the installation of any pile;

_____________________________________________________________________________________________
c. To demonstrate that the Contractor's proposed installation method will

produce piles complying with this Specification; and
d. To carry out loading test according to the load testing requirements for
working piles as and when Instructed in order to validate the design and
method of construction and to determine an appropriate μ value for the
design of piles.
3. Subject to the CM's approval, a working pile may be selected as the trial pile;
4. For Types 6 and 7 piles, prior to installation of any other piles, submit a trial pile
test installation report including but not be limited to the anticipated rates of
advancement of boring operation in different soil/rock strata for the remaining
piles upon satisfactory completion of trial pile installation.
PIL1.W730.9 INCLINATION OF PILES

1. For Types 5 and 6 piles, check the inclination of piles, during installation, at
every pile location. Arrange for a number of piles, as directed by the CM, to be
checked by the use of an inclinometer or other Approved method before
grouting and record the inclinations and orientations of the holes;
2. For Type 7 piles, check the inclination of piles, during installation, at every pile
location. Arrange for a number of piles, as directed by the CM, to be checked by
the use of an Approved method before grouting and record the inclinations and
orientations of the holes.
PIL1.W740.9 CHANGE IN SUB-SOIL CONDITIONS FOR ENGINEER'S DESIGN

CONTRACT
If, during the installation of the piles, the excavated materials are found to be
different from those specified in this Specification / the Drawings, or if such a
situation is suspected, notify the CM.
PIL1.W745.9 CHANGE IN SUB-SOIL CONDITIONS FOR CONTRACTOR'S DESIGN

CONTRACT
If, during the installation of the piles, the sub-soil conditions prove to be different
from those in the submitted design, or if such a situation is suspected, notify the CM
and submit proposals to cope with the revealed sub-soil conditions.
PIL1.W750.9 PREBORED HOLE AND COVER FOR TYPE 6 PILES

Ensure that the prebored hole shall be large enough to enable the installation of the
steel H-pile and to allow a minimum cover of 40 mm to the steel H-pile (except at
the base). Before inserting the steel H-pile in the prebored hole, ensure that the hole
shall be cleaned and free from debris and soil.
PIL1.W760.9 TEST BORING PROPOSAL FOR TYPE 6 PILES

Provide test boring proposal giving details of the actual boring system to be used on
Site, operating mechanism of the drill bit, maximum volume of air supply and
pressure to be applied in different soil and rock strata, minimum rate of advancement
of drill bit, ground and piezometer monitoring arrangement, criteria for satisfactory
performance of the boring operation, monitoring procedures for checking the rates of
boring operation and any necessary precautionary measures to prevent excessive
overbreak or ground loss and undue disturbance to sub-soil.

_____________________________________________________________________________________________
PIL1.W770.9 TEST BORING PROPOSAL - TYPE 7 PILES FOR CONTRACTOR'S

DESIGN
Prior to installation of trial piles and working piles, submit test boring proposal for
the installation of Type 7 piles, which shall include but not be limited to the
following information for the CM's approval:
1. Full technical details of the piles including grout strength, reinforcement details,
cover to reinforcement, pile diameters and lengths;
2. Method statements for pile installation including equipment to be used,
sequences of operation, drilling method, grouting method and installation of
reinforcement cage;
3. All temporary works and precautionary measures required for prevention of
settlement of adjacent ground during piling operation;
4. Ground settlement monitoring proposal;
5. Method of overcoming underground obstructions;
6. Grout mix and admixture;
7. Grout rate and pressure;
8. Minimum grout head to be maintained;
9. Testing regime and quality control for grouting;
10. Contingency plan for inclement weather during grouting and back-up plant and
grout pump in case of breakdown.
PIL1.W775.9 TEST BORING PROPOSAL - TYPE 7 PILES FOR ENGINEER'S DESIGN

Prior to installation of trial piles and working piles, submit test boring proposal for
the installation of Type 7 piles, which shall include but not be limited to the
following information for the CM's approval:
1. Method statements for pile installation including equipment to be used,
sequences of operation, drilling method, grouting method and installation of
reinforcement cage;
2. All temporary works and precautionary measures required for prevention of
settlement of adjacent ground during piling operation;
3. Ground settlement monitoring proposal;
4. Method of overcoming underground obstructions;
5. Grout mix and admixture;
6. Grout rate and pressure;
7. Minimum grout head to be maintained;
8. Testing regime and quality control for grouting;
9. Contingency plan for inclement weather during grouting and back-up plant and
grout pump in case of breakdown.
PIL1.W780.9 INSTALLATION PROCEDURES FOR TYPE 7 PILES

1. In this clause, the following definitions are used:
a. Incremental grout factor for 1.5 m increment - Actual grout volume placed
divided by theoretical grout volume for the 1.5 m increment;
b. Total grout factor - Actual grout volume placed divided by theoretical grout
volume of pile;
c. Grout-return depth - The depth of the auger tip when the grout on the auger
flight reaches the ground surface;
d. Auger refusal - The rate of auger penetration is less than 300 mm per minute
of drilling.

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2. Ensure that the size of the auger is checked and verified on ground before
excavation of the piles. Advance the auger at a continuous rate preventing
removal of excessive soil. Stop advancement after reaching the required
embedment depth;
3. Prior to raising the auger, maintain a minimum grout head of 2 m. Determine
the grout quantity by counting pump strokes and using the pre-determined grout
volume per pump stroke. Maintain positive (clockwise) rotation of the auger at
all times during placement of the grout. Coordinate the rate of grout injection
and auger withdrawal so as to maintain:
a. Sufficient grout head at all times;
b. The incremental grout factor for each 1.5 m increment shall be not less than
the smallest value obtained in the trial pile installation and in no case less
than 1.15;
c. The total grout factor shall be not less than the value established in the trial
pile installation and in no case less than 1.4;
d. The grout-return depth shall be equal to or greater than the grout head
pumped at the bottom of the pile and shall be at least 2 m.
4. If grout pumping is interrupted for any reason, or if discontinued grout or slurry
return at the ground surface is observed, or when grout pumping is interrupted or
discontinued during pumping each truckload of grout, lower the auger at least
1.5 m below the level where the interruption occurred while pumping grout
continuously;
5. If the volume of grout placed in any 1.5 m increment resulting in the incremental
grout factor less than the minimum value observed in the trial pile installation,
lower the auger 1.5 m or to the bottom of the pile if that is less, followed by
controlled auger withdrawal while maintaining grout injection;
6. Provide auger turning and hoisting equipment enabling the auger to be rotated
continuously in a positive (clockwise) direction while being withdrawn at a
steady and continuous rate while pumping grout;
7. Clear away promptly the excess spoil accumulated around the auger due to the
drilling process and grout injection;
8. Reinforcement cages to be free of soil, auger spoil or other deleterious materials
prior to insertion into the grouted shafts;
9. Upon completion of the grouting operation and before the grout reaching its
initial set, install the reinforcement cage immediately by lowering the
reinforcement cage under its own weight to the specified level within the pile
shaft. Prohibit vibrating or pushing the cage with equipment;
10. Pile excavation shall not be carried out within a centre to centre distance of 6
pile diameters from any pile under excavation or any newly cast pile with
completion time elapsed not more than 24 hours.
PIL1.W790.9 REVIEW LOADING TEST RESULTS AND PROPOSED PILE LENGTHS -

TYPE 7 PILES FOR CONTRACTOR'S DESIGN
1. After completion of loading tests of trial piles with satisfactory results, review
and revise the method statements and proposed pile lengths submitted under
PIL1.W770 as necessary. Prior to commencement of working piles, submit the
revised method statements and proposed lengths of working piles with technical
justifications to the CM for approval;
2. The proposed pile lengths in sub-clause (1) above shall in no case be less than
the design pile lengths specified in the Contract. Bear all costs and time so
incurred for any extra pile lengths installed beyond those specified in the
Contract.

_____________________________________________________________________________________________
PIL1.W795.9 REVIEW LOADING TEST RESULTS - TYPE 7 PILES FOR ENGINEER'S

DESIGN
After completion of loading tests of trial piles with satisfactory results, review and
revise the method statements as necessary. Prior to commencement of working piles,
submit the revised method statements with technical justifications to the CM for
approval.
FOUNDING OF BORED PILES

PIL1.W810.9 FOUNDING OF TYPE 3 PILES
1. Comply with the following requirements for Contractor's Design Piling Contract
/ Combined Piling and Building Contract:
a. Excavate to form foundation for Type 3 piles so that the pile bases are
socketed into bedrock as previously described in PIL1.G450 and the socket
depth shall comply with Note (3) of Table 2.1 of the Code of Practice for
Foundations, or such other depths specified by the CM;
b. If the centre to centre spacing of two adjacent Type 3 piles is less than 2.5
times the diameter of the larger pile base and the difference in founding
levels of these two piles is greater than the clear distance between their bases
on plan, justify to the CM's satisfaction by an elastic analysis that:
i. The compressive stress in the longer pile, including any additional stress
induced by the shorter pile and/or any additional stress induced by any
unfavorable ground conditions, will not exceed the limiting value set in
PIL1.D360; and
ii. The bearing stress on the founding material supporting the longer pile,
including any additional stress induced by the shorter pile and/or any
additional stress induced by any unfavorable ground conditions, will not
exceed the safe load carrying capacity set in PIL1.D390;
iii. When Instructed, carry out additional ground investigation works to
justify the subsurface conditions assumed in his analysis to the CM's
satisfaction at no additional cost and time.
c. Notwithstanding the requirements of sub-clause (b) above, comply also the
requirements stated in the last paragraph of clause 5.4.7 of the Code of
Practice for Foundations, where steep bedrock profile is identified;
2. Comply with the following requirements for Engineer's Design Piling Contract /
Combined Piling and Building Contract:
Excavate to form foundation for Type 3 piles so that the pile bases are socketed
into bedrock as previously described in PIL1.G450 and the socket depth shall
comply with Note (3) of Table 2.1 of the Code of Practice for Foundations, or
such other depths specified by the CM.
PIL1.W820.9 FOUNDING OF TYPES 5 AND 6 PILES

Found the rock socket in bedrock as PIL1.G450.
PIL1.W830.9 PROVING BEDROCK

1. See PIL1.T220 for Type 3 piles; and
2. See PIL1.T230 and PIL1.T250 for Types 5 and 6 piles.

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UNDERGROUND OBSTRUCTIONS
PIL1.W910.9 OBSTRUCTIONS TO PILES FOR CONTRACTOR'S DESIGN
1. When underground obstructions are encountered at any depth during piling
operations, propose full details of the intended means of overcoming
underground obstructions (the "intended means") for Approval prior to the
works being put in hand, which Approval shall not relieve the Contractor of the
responsibility for designing, constructing and completing the Works in
accordance with the Contract;
2. The intended means shall not cause any adverse impact including, but not
limited to, considerations of lateral stability, safe load carrying capacity and/or
structural integrity, on the pile to be constructed and the piles already
constructed; and
3. The Approved intended means shall be implemented and the obstructions shall
be overcome by the Contractor at his own risk in respect of cost and time
including the cost and time necessary to obtain Approval.
PIL1.W915.9 OBSTRUCTIONS TO PILES FOR ENGINEER'S DESIGN

1. When underground obstructions are encountered at any depth during piling
operations, propose full details of the intended means of overcoming
underground obstructions (the "intended means") for Approval prior to the
works being put in hand, which Approval shall not relieve the Contractor of the
responsibility for constructing and completing the Works in accordance with the
Contract; and
2. The intended means shall not cause any adverse impact including, but not
limited to, considerations of lateral stability, safe load carrying capacity and/or
structural integrity, on the pile to be constructed and the piles already
constructed.

OBSTRUCTIONS TO PILES FOR CONTRACTOR'S DESIGN PILING
Subject to Approval, the intended means stated in PIL1.W910 may include, but are
not limited to, the following:
1. For Type 1, 2 and 4 piles,
a. Re-design of piles and/or pile caps;
b. Extraction and re-driving of piles;
c. Abandonment of piles and provision of replacement piles; and/or
d. Removal of underground obstructions by excavation and/or pre-boring
through the underground obstructions.
2. For Type 3 piles,
b. Abandonment of piles and provision of replacement piles; and/or
c. Removal of underground obstructions by excavation and/or chiseling.
b. Abandonment of piles and provision of replacement piles; and/or
c. Removal of underground obstructions by excavation and/or coring through
the underground obstructions.

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OBSTRUCTIONS TO PILES FOR ENGINEER'S DESIGN PILING
Subject to Approval, the intended means stated in PIL1.W910 may include, but are
not limited to, the following:
a. Extraction and re-driving of piles; and/or
b. Removal of underground obstructions by excavation and/or pre-boring
through the underground obstructions.
2. For Type 3 piles, removal of underground obstructions by excavation and/or
chiselling;
3. For Type 5, 6 and 7 piles, removal of underground obstructions by excavation
and/or coring through the underground obstructions.
PIL1.W940.9 DESIGN CHANGES FOR CONTRACTOR'S DESIGN PILING

Where the intended means of overcoming obstructions involve any changes to the
design of the piles and pile caps accepted by the Employer at the date of acceptance
of the Tender, any reduction in cost as may have resulted from the changes shall be
subject to reduction in accordance with the provision of the Contract.
PIL1.W950.9 EXCAVATION OR PRE-BORING

Where underground obstructions are removed by excavation or pre-boring, cart away
the excavated materials and backfill the boreholes or voids with Special Fill Material
or other materials approved by the CM, well compacted, all to Approval.
PIL1.W955.9 SUBMISSION ON OVERCOMING ANTICIPATED UNDERGROUND

OBSTRUCTIONS BEFORE PILE DRIVING OPERATION FOR TYPE 4
PILES
1. Within 14 days from the notified date for commencement of the Works and
before pile driving operation, submit a detailed proposal for overcoming
anticipated underground obstructions to the CM for approval, taking into
account the Contractor’s own resources of labour, plant and equipment. The
proposal shall not cause any adverse impact to, including but not be limited to,
lateral stability, bearing capacity, and / or structural integrity of the pile to be
constructed and the piles already constructed;
2. In the event that pre-boring is proposed to be adopted for overcoming anticipated
underground obstructions as per sub-clause (1) above, the proposal shall also
include detailed planning of locations and depths of wash bored holes and / or
other methods acceptable to the CM to identify the extent, locations and depths
of the anticipated underground obstructions;
3. Subject to no adverse comment by the CM, carry out the investigation as in sub-
clause (2) above at the Contractor’s own time and cost to identify the extent,
locations and depths of the anticipated underground obstructions. In case wash
bored holes are proposed, they shall be conducted by a RSC(GIFW) as specified
in PIL1.G460;

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4. Within 7 days upon completion of the investigation, prepare and submit to the
CM for agreement a layout plan showing the number, locations and depths of the
proposed pre-bored holes, which shall be reviewed and resubmitted when more
information about the anticipated underground obstructions is available. The
CM will consider available ground investigation, wash-boring results, other
investigation findings, and other supporting documents as he considers relevant
in approving or disapproving the proposed pre-boring requirements. The CM
shall have sole discretion on the location and depth of pre-bored holes;
5. Subject to the approval by the CM, carry out the pre-bored holes to remove the
anticipated underground obstructions. The Contractor shall make due allowance
in his programme and pricing to comply with this requirement;
6. The Contractor shall be entitled to payment for the cost of Approved pre-boring
work valued at the rates priced in the Bills of Quantities, but not be entitled to
any claim for extension of time or any other cost claim. For the avoidance of
doubt, irrespective of the repetitive operations of Approved pre-boring work
done for the installation of a pile due to multi-layers of obstructions, the
Contractor is only entitled to payment for one pre-bored hole based upon the
deepest depth of pre-boring, subject to the requirement that the pile is
successfully installed eventually;
7. When the pre-boring proposed by the Contractor for a specific pile location was
disapproved by the CM, but subsequently underground obstructions are
encountered during installation of the pile and pre-boring is further proposed by
the Contractor and Approved by the CM, the Contractor is entitled to payment
for the cost of pre-boring as per sub-clause (6) above but not entitled to any
claim for extension of time or any other additional cost;
8. When no ground investigation and no pre-boring as in sub-clause (2) above are
proposed by the Contractor for a specific pile location, but underground
obstructions are encountered during installation of the pile and pre-boring is
proposed by the Contractor and Approved by the CM, the Contractor is not
entitled to payment for the cost of pre-boring and any claim on extension of time.
The Contractor shall bear the risk in respect of cost and time to overcome the
underground obstructions for that pile;
9. Other than the payment as per sub-clauses (6) and (7) above, the Contractor shall
not be entitled to any other additional costs or claim for extension of time in
connection with overcoming underground obstructions;
10. Bear all responsibility in the planning, executing and completing the
Works and allow sufficient time in programme of the Works for the above
requirements.
PILE SHAFT CASINGS

PIL1.W1010.9 LININGS TO INSITU PILES FOR CONTRACTOR’S DESIGN PILING
1. Provide left-in steel linings when cast insitu piles are used and:
a. Extend the lining from cut-off level down to a level as given in the Project
Specific Specification;
b. Ensure that the length of the lining is adequate for the purpose;
c. Increase the depth of the lining to suit actual site conditions, to prevent
necking and bear the cost and time of such lengthening; and
d. Ensure that the lining does not protrude above the cut-off level or down into
the bell-out and/or the designed rock socket.

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PIL1.W1015.9 LININGS TO INSITU PILES FOR ENGINEER'S DESIGN PILING

1. Provide left-in steel linings as given in the Project Specific Specification.
PIL1.W1020.9 PILE TYPE 2

Until insertion of precast concrete units, case the pile shafts for their entire length or
for such length acceptable to the CM. Ensure casing is watertight and of sufficient
strength to withstand soil pressure. Obtain Approval for details of casing.
PIL1.W1024.9 TEMPORARY CASING FOR TYPE 3 PILES

1. Provide temporary casing to the pile shaft for its entire length down to the
inferred rockhead level of bedrock or such other depths acceptable to the CM;
2. Ensure casing is watertight and of sufficient strength to withstand soil pressure.
Obtain Approval for details of casing;
3. Carry out all measures as considered necessary to prevent collapse of the bored
hole during excavation and concreting;
4. Bear all responsibility in planning, executing and completing the Works and
allow sufficient time in the programme of the Works for the above requirements;
and
5. Bear all additional costs, including the cost of any temporary casing inevitably
left in the ground in the course of pile construction for whatever reason by
Contractor and no extension of time will be entertained for complying with the
requirements of this clause.
PIL1.W1027.9 LEFT-IN TEMPORARY CASING FOR TYPE 3 PILES

1. When specified in the Drawings or as Instructed, leave the temporary casing
behind to such depth as determined by the CM;
2. The Contractor may adjust the left-in temporary casing in sub-clause (1) above
to a lower depth as considered necessary to suit the proposed method and
sequence of construction. In this case, the Contractor shall bear all additional
costs and no extension of time will be entertained for the adjustment.
PIL1.W1030.9 TYPE 5 PILES

Case pile shafts for their entire length except for that section in bedrock and ensure:
1. Casings are joined, where necessary, with watertight joints;
2. Casings are clean and free of any material adhering to them when first inserted
into the pile position;
3. Dents in the casings do not exceed 5 mm in depression;
4. The gap between the casing and soil is filled with grout or other Approved
material.
PIL1.W1040.9 TEMPORARY CASING FOR TYPE 6 PILES

1. Ensure that temporary casing shall be lowered at the same time when the hole is
made and that the casing must be seating on rock head or top of rock socket
before the rock socket hole is formed;
2. Ensure also that the temporary casing shall be free from distortion, internal
projection and hardened grout.

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GROUTING PILE TYPES 2 AND 3

PIL1.W1110.9 PRESSURE GROUTING
Where pressure grouting is required for the type of piling system proposed for this
Contract, submit proposals for and details of the grouting with the tender.
PIL1.W1120.9 BASE OF TYPE 3 PILES

Grout the base of large diameter bored piles if soft material, debris, mud etc is found
between the bottom of the concrete and the bearing stratum by test and:
1. Obtain Approval for the proposal and details of the grouting.
GROUTING TYPES 5, 6 AND 7 PILES

PIL1.W1210.9 BATCHING
1. Batch dry materials by weight;
2. Measure the amount of water used by use of a calibrated flowmeter or a
measuring tank.
PIL1.W1220.9 USE OF ADMIXTURES

State the use of admixtures prior to the commencement of trial piling and give
evidence that the admixtures:
1. Will allow pumping to be carried out successfully;
2. Will yield concrete or grout of the required strength and durability;
3. Have been used successfully in previous practice.
PIL1.W1230.9 MIXING AND SIEVING

1. Mix grout by adding approximately two thirds of the cement to the water,
followed by the additive, if any, then followed by the remaining third of the
cement;
2. Use a high speed colloidal grout mixer with a minimum speed of 1000 rpm and
mix for a sufficient time to produce a grout of uniform consistency;
3. Obtain Approval for the use of any alternative mixing procedures;
4. After mixing, keep the grout continuously agitated and, prior to injection, pass
the grout through a nominal 2.36 mm sieve;
5. Use the grout as soon as possible after mixing and, in any case, within 30
minutes of the addition of cement unless special retarding agents are used.
PIL1.W1240.9 TESTING
Test after mixing and sieving and before injection as PIL1.T330.
PIL1.W1250.9 PREPARATION (FOR TYPES 5 AND 6 PILES)

Before steel reinforcement and/or steel H-pile is inserted in the pre-bored hole, clean
the hole to ensure that it is free from debris and soil by a method approved by the
CM.
PIL1.W1260.9 INJECTION
Obtain prior Approval for the method of placing the grout and:
1. Use an injection pump of the positive displacement type;
2. Measure the grout intake volume by a method agreed by the CM. Calibrate the
measuring device and submit a calibration report to the CM 7 days before trial
mix of grout is made;
_____________________________________________________________________________________________
3. Fill the entire shaft, inside the casing, solidly with grout, without voids,
honeycombing or other defects; and
4. Cast each pile in one continuous operation and under no circumstances leave a
pile partially grouted even if this involves working beyond normal hours and
rates are to allow for such circumstances.
CONCRETING
PIL1.W1310.9 GENERAL
1. Obtain Approval for the method of placing concrete;
2. Ensure that the entire shaft is solidly filled with concrete without voids,
honeycombing or other defects.
PIL1.W1320.9 TYPE 3 PILES

For Type 3 piles, concrete may be placed under water subject to Approval and on
submission of details. Clean the base of the excavation by using air lifting
equipment or other Approved method, all subject to Approval.
PIL1.W1330.9 CONTINUITY FOR TYPES 1c, 3 AND 5 PILES

1. Cast each pile in one continuous operation. In no case will it be permissible for
a pile to be left partly concreted;
2. Submit a concreting plan for each Type 3 pile to the CM at least one week prior
to commencement of concreting works to the respective pile for agreement. The
concreting plan shall include an hourly concreting schedule and contingency
measures to be taken for any slippage in concreting which may affect the timely
completion of the scheduled concreting works. The contingency measures shall
include, but not limited to, abandoning the retraction of part or entire length of
the temporary casing to shorten the concreting time.
PIL1.W1340.9 REINFORCEMENT TO PILE TYPES 1 AND 2

Distribute reinforcement for pile types 1 and 2 uniformly. Ensure reinforcement is
sufficient to withstand handling and driving stresses without fracture or cracking of
the concrete.
PIL1.W1350.9 REINFORCEMENT TO TYPE 5 PILES

Lengthen the reinforcement by staggering the couplers using Approved methods.
Separate each reinforcement bar by spacers at regular intervals.
FINISHING OFF PILE HEADS

PIL1.W1410.9 CAST INSITU PILES
Cast insitu piles to a level of 750 mm above cut off levels.
PIL1.W1420.9 CUT OFF LEVELS

The top of pile cap levels shown on tender Drawings are provisional and may be
altered if so required by the CM. It follows that the cut off levels of piles may also
be varied. However, the extent of the variations will be limited to ±1 metre of the
levels shown on the tender Drawings.
PIL1.W1430.9 CUTTING AND TRIMMING

1. For Type 7 pile, a minimum period of 7 days has to elapse after completion of
pile casting prior to cutting and trimming of pile head;
_____________________________________________________________________________________________
2. Excavate to expose, cut off and trim pile heads to the required levels, backfill
with General Filling Material and import Special Filling Material to make up
voids, and remove debris from Site.
PIL1.W1440.9 PRELIMINARY AND ABANDONED PILES

Excavate to expose, cut off and trim pile heads of any non-working preliminary piles
to 2000 mm below finished ground level and of any abandoned piles to a level as
given in the Project Specific Specification and backfill with General Filling Material,
importing Special Filling Material to make up voids, and remove debris from Site.
PIL1.W1450.9 DOWEL BARS

For concrete piles, provide dowel bars. Straighten dowel bars subsequent to
trimming pile head.
PIL1.W1460.9 CUTTING OFF STEEL PILES

For steel piles, execute cutting by Approved means. In the event of damage being
done to the head of the pile, cut off the defective parts and make good the pile to the
satisfaction of the CM.
PIL1.W1470.9 BEARING PLATES FOR STEEL PILES FOR ENGINEER'S DESIGN

CONTRACT
1. Weld a bearing plate to the top of each steel pile and ensure bearing plates are
installed in accordance with the Drawings so that the imposed loads on bearing
plates do not exceed the capacities of bearing plates as allowed in the Code of
Practice for the Structural Use of Steel 2011.
PIL1.W1475.9 BEARING PLATES FOR STEEL PILES FOR CONTRACTOR'S DESIGN

CONTRACT
1. Weld a bearing plate to the top of each steel pile, sufficient to transfer the
required load all to Approval;
2. Ensure bearing plates are proportioned so that the imposed loads on bearing
plates do not exceed the capacities of bearing plates as allowed in the Code of
Practice for the Structural Use of Steel 2011.
PIL1.W1480.9 ALTERNATIVE LOAD TRANSFER DETAILS FOR STEEL PILES

Obtain Approval for alternative load transfer details.
PIL1.W1490.9 WORK AT COMPLETION (WHERE CONSTRUCTION OF PILE CAP

DOES NOT FORM PART OF THE CONTRACT)
At completion of the Works, where the method of working gives rise to changes in
the levels from those agreed at the commencement of the Works, level off the Site to
remove all high spots and fill in all hollows.
PILING RECORDS
Keep accurate and comprehensive records of each pile installed and submit daily a
copy of these records signed by the site representative, to the CM, of each pile
installation to its final position.

_____________________________________________________________________________________________
PIL1.W1520.9 STANDARD FORM

Keep each record on standard forms as shown in Appendices III and IV to this
Worksection showing, as appropriate to pile type, the following:
1. Pile reference number;
2. Date pile driven or installed;
3. Position of pile in the works and ground level at pile position;
4. Type and size of hammer and stroke;
5. Set throughout penetration of pile including the set for the last ten blows;
6. Measurements of temporary compression in the pile;
7. Details of any interruption in driving of the pile;
8. Details of obstructions and delays;
9. Level of tip of pile after completion of driving;
10. Length of pile;
11. Volume of concrete or grout placed in pile;
12. Length and toe level of casing;
13. Drilling rate and materials encountered;
14. Inclination of pile as installed per metre depth of pile;
15. Any other data requested by the CM;
16. Penetration of pile into bedrock.
PIL1.W1525.9 PILING RECORDS FOR TYPE 7 PILES

Keep each pile installation record in an approved format for the following:
2. Weather conditions and temperature;
3. Date pile installed;
4. Position of pile in the works and ground level at pile position;
5. Grout truck number, arrival time on-site, batch time and batch volume;
6. Grout sampling time and time of initial set;
7. Grout cubes made by the Contractor;
8. Flow cone test results;
9. Auger diameter (actual diameter each time measured in field);
10. Time period for drilling of pile;
11. Rate of penetration of auger (revolution per auger pitch);
12. Abnormal drilling behaviour;
13. Details of obstructions and delay;
14. Pile drilled length/pile tip and top elevation;
15. Theoretical pile volume;
16. Time period for grouting of pile;
17. Range in pressure observed during grouting;
18. Grout return depth;
19. Grout volume pumped per 1.5 m increment of pile length;
20. Total number of pump strokes to complete pile (actual grout volume);
21. Total grout factor;
22. Reinforcing steel cage installed in the pile;
23. Special remarks (e.g. time of and reason for interruptions during grouting, extra
grout cubes made);
_____________________________________________________________________________________________
24. Any other data requested by the CM.
PIL1.W1530.9 RECORDS OF TEMPORARY COMPRESSION FOR DRIVEN PILE

Keep and submit to the CM records of field measurements of temporary
compression during the driving of the piles to the final set stages by recording same
on a card or graph paper attached to the face of the pile.
PIL1.W1540.9 SUBMISSION OF RECORD PLAN

After completing all piling works of a block/structure or part of a block/structure as
agreed by the CM, furnish to the CM four copies of a piling record plan showing, as
appropriate, the position, identity number, length and final set of all the piles
installed for that block/structure or that part of the block/structure. The piling record
plan should not contain any amendments which have not been Approved. Submit
four copies of a record plan showing offset of piles, if any. In addition, submit
electronic copies of the record plans in a format as required by the CM.
PIL1.W1550.9 FOUNDING LEVEL RECORD

Provide a record of the founding level of the bedrock, for Approval.
PIL1.W1560.9 BORING RECORDS FOR TYPES 6 AND 7 PILES

Provide boring records in accordance with PIL1.W1510, PIL1.W1520, PIL1.W1525,
PIL1.W1540 and PIL1.W1550 and including the advancement rate of drill bit,
air/grout pressure used, volume of air/grout supply, flushing medium, settlement and
groundwater drawdown records, as appropriate to pile type.
REMEDIAL MEASURES
PIL1.W1610.9 PILES DESIGNED TO REST ON BEDROCK FOR CONTRACTOR'S
CONTRACT
When piles originally designed in accordance with PIL1.D410 do not satisfy the
founding conditions stated in that clause or the workmanship requirement stated in
PIL1.W490, the original design would be rejected. In this case, redesign the pile(s)
in the same pile cap already installed and to be installed, as piles not found on
bedrock in accordance with all the requirements for piles not found on bedrock.
PIL1.W1620.9 RISING PILES (FOR DRIVEN PILE)

1. Measure the top level of each pile immediately after driving to such a layer or
level as is required;
2. Carry out further levelling checks for pile rising as and when directed by the CM;
3. Re-drive piles which have risen for any reason, to the original level (or to such
other level as the CM may determine) unless otherwise directed by the CM.
PIL1.W1630.9 DEFECTIVE PILES

If in the opinion of the CM, any pile is defective because of the pile having been
constructed or driven outside the specified tolerances or having been damaged
during driving or by the construction of another pile nearby or otherwise failing to
conform to this Specification:
1. Pull out and replace the pile with a sound pile complying in all respects with the
requirements of this Specification;
2. If the pile cannot be pulled out, carry out Approved remedial measures.

_____________________________________________________________________________________________
PIL1.W1640.9 NON-COMPLIANCE (FOR TYPE 7 PILES)

For Type 7 piles not complying with the specified requirements stated in PIL1.W780:
1. Lower the auger to the bottom of the pile while the grout is still fluid and re-
grout the bored hole; or otherwise,
2. Demonstrate to the CM by tests that the piles in doubt can sustain the design
loading. Bear all costs and no extension of time is allowed for such tests as a
consequence of the above non-compliance; and
3. If the test results indicate that the piles in doubt fail to sustain the design loading,
bear all costs and no extension of time is allowed for the execution of remedial
measures, including but not limited to the installation of additional piles and
modifications of tie beams and pile caps.
SPLICING PILES
Where lengthening of a pile becomes necessary, or is directed by the CM, carry it
out by the method directed or by any other Approved method. Do not resume the
driving of a lengthened pile without the permission of the CM.
PIL1.W1720.9 STRENGTH OF SPLICES

Whenever necessary to splice a pile, the strength of the pile at the splice must be no
less than the strength of pile at any normal section of the pile. Submit full details of
proposed splicing methods with the tender.
WELDING
PIL1.W1810.9 TESTING OF WELDERS
As Worksection STR1.
PIL1.W1820.9 ADVERSE WEATHER CONDITIONS

Do not carry out welding under adverse weather conditions as determined by the CM.
PIL1.W1830.9 WELDED JOINTS

Joint all piles by butt-welding in such a manner that the full strength of the original
section is developed and:
1. Provide adequate facilities for supporting and aligning piles prior to welding;
2. Ensure that the joints are waterproof in the case of pipe piles.
PIL1.W1840.9 TACK WELDS

Keep tack welds to a minimum.
PIL1.W1850.9 STANDARDS
Weld by electric arc welding:
1. Comply with Worksection STR1 for welding Standards;
2. Where grade S450 steel H-piles are used, ensure that welding procedures is
carried out on Site and Approved.
PIL1.W1860.9 PREPARATION
Ensure the surface to be welded is free from all scale, grease, paint and rust and other
matter.

_____________________________________________________________________________________________
PIL1.W1870.9 PILE SHOES

Ensure welding is:
1. Adequate to transmit the ultimate pile load and to prevent the detachment of the
points in the case of withdrawal to remove obstructions;
2. In accordance with the manufacturer's recommendations.
PIL1.W1880.9 FINISHING
After every run of weld, chip out slags, and thoroughly wire brush surfaces.
PIL1.W1890.9 DEFECTS
Make good any defects in a weld, such as distortion, spatter, cracks, undercut, slag
holes, unequal width of bead, irregular ripple etc to the satisfaction of the CM.
PIL1.W1900.9 ETCHED SECTIONS

Submit etched sections to the CM for examination when required.
RECORDS AND CERTIFICATES

PIL1.W2010.9 REPORT ON COMPLETION OF PILING WORKS FOR CONTRACTOR'S
CONTRACT
1. After all piles of a block or part of a structure as agreed by the CM have been
installed, submit four copies of a report on completion of the piling works for
that block or that part of the structure. The report shall be signed by the
Authorized Signatory and the TCP Grade T4 as specified in the SP for
foundation works and include the following:
a. Scope of the Works and foundations adopted;
b. General description of the geology of the Site, including an assessment
report with rockhead contour plans as appropriate and at least one geological
cross-section of the ground beneath that block or that part of the structure
indicating the inferred soil layers' SPT - N values, bedrock and pile tip levels;
c. Piling records as PIL1.W1510 to PIL1.W1560;
d. Schedule and summary of all pile test results excluding the proof tests
specified in PIL1.T030;
e. As-built piling design certified by the Design Certifying Consultant;
f. Details of laboratory tests, instrumented pile tests and other load tests if the
soil parameters given in this Specification have been modified;
g. Settlement analysis as PIL1.D510 to PIL1.D570 certified by the Design
Certifying Consultant;
h. Final ground investigation reports prepared by the Ground Investigation
Contractor;
i. Authorized Signatory's certification confirming that the completed piling
works are satisfactory for the purpose intended and the piles, as installed, are
properly penetrated into insitu decomposed rock or onto bedrock as
approved by the CM;
j. Report of remedial work, if any;
k. Any other relevant information;
l. Conclusion.

_____________________________________________________________________________________________
2. After submitting the report specified in sub-clause (1) above, request the CM to
select piles for proof tests. The Contractor may, however, seek the CM's
agreement to select piles for proof tests after submitting part of the report; in
such an event, submit the outstanding part of the report not later than the time of
submitting Form ICU14 as specified in sub-clause (3) below. Allow the CM 21
days to select piles for proof tests in accordance with PIL1.T030. If
resubmission of the report is required, allow the CM another 21 days to select
piles for proof tests after resubmission;
3. Upon satisfactory completion of the proof tests, complete and submit Form
ICU14 and report of further remedial work, if any, to the CM on block by block
basis, unless otherwise agreed by the CM.
PIL1.W2020.9 REPORT ON COMPLETION OF PILING WORKS FOR ENGINEER'S

CONTRACT
1. After all piles of a block or part of a structure as agreed by the CM have been
installed, submit four copies of a report on completion of piling works for that
block or that part of the structure. The report shall be signed by the Authorized
Signatory and the TCP Grade T4 as specified in the SP for foundation works and
include the following:
a. Scope of the Works and foundations adopted;
b. General description of the geology of the Site, including an assessment
report with rockhead contour plans as appropriate and at least one geological
cross-section of the ground beneath that block or that part of the structure
indicating the inferred soil layers' SPT - N values, bedrock and pile tip levels;
c. Piling records as PIL1.W1510 to PIL1.W1560;
d. Schedule and summary of all pile test results excluding the proof tests
specified in PIL1.T030;
e. Final ground investigation reports prepared by the Ground Investigation
Contractor;
f. Authorized Signatory's certification confirming that the completed piling
works are satisfactory for the purpose intended and the piles, as installed, are
properly penetrated into insitu decomposed rock or onto bedrock as
approved by the CM;
g. Report of remedial work, if any;
h. Any other relevant information;
i. Conclusion.
2. After submitting the report specified in sub-clause (1) above, request the CM to
select piles for proof tests. The Contractor may, however, seek the CM's
agreement to select piles for proof tests after submitting part of the report; in
such an event, submit the outstanding part of the report not later than the time of
submitting Form ICU14 as specified in sub-clause (3) below. Allow the CM 21
days to select piles for proof tests in accordance with PIL1.T030. If
resubmission of the report is required, allow the CM another 21 days to select
piles for proof tests after resubmission;
3. Upon satisfactory completion of the proof tests, complete and submit Form
ICU14 and report of further remedial work, if any, to the CM on block by block
basis, unless otherwise agreed by the CM.
PIL1.W2030.9 CERTIFICATION FOR CONTRACTOR'S DESIGN PILING CONTRACT /

1. Submit the following prior to serving notice in writing to the CM on completion
of the Works in accordance with GCC Clause 8.7:
_____________________________________________________________________________________________
a. Authorized Signatory's certification confirming that the completed job is

satisfactory for the purpose intended and the piles, as installed, properly
penetrate into insitu decomposed rock or onto bedrock as approved by the
CM;
b. Four copies of the as-built pile cap design and drawings based on the as-built
piling layout and/or four copies of the as-built footing design and drawings;
the as-built pile cap and/or footing design and drawings should be certified
by the Design Certifying Consultant and should not contain any
amendments which have not been Approved;
c. Four copies of report listing the date of casting of concrete, the quality and
quantity of materials used and the excavation record of each pile cap and/or
footings;
d. Four copies of final test reports on the pile caps and/or footings not carried
out by the Direct Testing Contractors;
e. Completed Form ICU 14;
f. Any other relevant information.
2. Any submission not to the satisfaction of the CM shall have to be re-submitted.
Allow 21 days for each submission and re-submission for the checking of the
CM.
PIL1.W2040.9 CERTIFICATION FOR ENGINEER'S DESIGN PILING CONTRACT /

1. Submit the following prior to serving notice in writing to the CM on completion
of the Works in accordance with GCC Clause 8.7:
a. Authorized Signatory's certification confirming that the completed job is
satisfactory for the purpose intended and the piles, as installed, properly
penetrate into insitu decomposed rock or onto bedrock as approved by the
CM;
b. Four copies of the as-built pile cap drawings based on the as-built piling
layout and/or four copies of the as-built footing drawings;
c. Four copies of report listing the date of casting of concrete, the quality and
quantity of materials used and the excavation record of each pile cap and/or
footings;
d. Four copies of final test reports on the pile caps and/or footings not carried
out by the Direct Testing Contractors;
e. Completed Form ICU 14;
f. Any other relevant information.
2. Any submission not to the satisfaction of the CM shall have to be re-submitted.
Allow 21 days for each submission and re-submission for the checking of the
CM.
PILE CAPS AND FOOTINGS

Execute the work described in this Sub-section in accordance with the provisions of
the other relevant Worksections in this Specification.
PIL1.W2120.9 APPROVED DESIGN FOR CONTRACTOR'S DESIGN PILING

Construct the pile caps and/or footings in accordance with the Approved, submitted
design.

_____________________________________________________________________________________________
PIL1.W2130.9 STARTER BARS FOR ENGINEER'S DESIGN PILING CONTRACT /

Apart from the execution of the pile caps and/or footings, provide and execute starter
bars shown on the Drawings.
PIL1.W2135.9 STARTER BARS FOR CONTRACTOR'S DESIGN PILING CONTRACT /

Apart from the design and execution of the pile caps and/or footings, provide and
execute starter bars shown on the Drawings.
PIL1.W2140.9 BACKFILLING EXCAVATIONS

Backfill excavation with Suitable Material up to the top level of the pile caps and/or
footings and:
1. Form and maintain the sides of the backfill adjacent to the pile caps and/or
footings to an angle of inclination as given in the Project Specific Specification;
2. Deposit surplus excavated Suitable Material on Site in stockpiles in Approved
locations;
3. Remove Unsuitable Material from Site.
PIL1.W2150.A ALTERNATIVE PROPOSAL FOR CONCRETE COMPRESSIVE

STRENGTH TEST
Where it is anticipated that the specified 28-day compressive strength tests for
concrete of any pile caps / tie beams at pile cap level / footings such as raft footing,
pad footing, strip footing, buoyancy raft, etc. cannot be completed upon the date for
completion of the Works or the latest extended date for completion of the Works,
whichever is the later, the CM may consider and approve at his own discretion
without prejudice to the Contractor’s responsibilities and liability under the Contract
any proposal raised by the Contractor for earlier achievement of concrete strength for
the completion of the Works after taking into account the timing of other tests of the
Works, including but not limited to the use of a higher grade of concrete to that
specified for the pile caps / tie beams / footings concerned, subject to the following:
1. Assess the results of these cube tests and core tests on basis of the grade of the
concrete specified for the pile caps / tie beams / footings, but at the age less than
28 days in accordance with:
a. Clauses CON1.T620 to CON1.T650 inclusive for cubes;
b. Clause CON1.T760 for cores; and
c. Do not make any adjustment to the measured strength in respect of the age
of the cubes and cores when tested;
2. For the purpose of Clause 8.7(1) of the General Conditions of Contract, the tests
on a date before the 28th day after casting which showed the achievement of the
specified 28-day compressive strength shall be regarded as an alternative to the
tests for compressive strength of concrete for pile caps / tie beams / footings to
be carried out on the 28th day after casting as prescribed by the Contract. If the
test results under the Approved proposal, assessed in accordance with sub-clause
(1) above show that the strength of concrete have achieved the specified 28-day
compressive strength and the results of all other tests also satisfied with the
requirements as prescribed by the Contract, the Contractor may notify the CM
the completion of the Works in accordance with Clause 8.7 of the General
Conditions of Contract provided that the Contractor shall provide an additional
undertaking stating that:

_____________________________________________________________________________________________
"If the results of tests for compressive strength of concrete for pile caps / tie
beams / footings as carried out on the 28th day after casting, received by the CM
on a date after the issue of the certificate of completion, fail to comply with the
specified 28-day compressive strength tests requirements for concrete of the pile
caps / tie beams / footings prescribed in the Contract, the Contractor shall carry
out further tests and / or remedial works, all at the Contractor's expenses, and
shall bear all costs, expenses and loss of the Employer due to failure of the tests.
Irrespective of whether the Site or the concerned part thereof be handed over to
others at a later date, or if the Site or the concerned part thereof has been handed
to others before the commencement of the remedial works, the Employer shall
be at liberty to carry out such remedial works by his own workers or by other
contractors or allow the Contractor to carry out the whole or remaining part of
the remedial works. In any case, the Contractor shall indemnify and keep
indemnified the Employer against all losses, liabilities, damages, costs, legal
costs, professional fees and other expenses of any nature whatsoever the
Employer may suffer, sustain or incur, whether direct or consequential, arising
out of or in connection with the carrying out and completion of the whole or
remaining part of the remedial works."
3. The Contractor shall bear all associated costs and the extra time required for
complying with the requirements of this clause.
PIL1.W2160.9 FOUNDING AND PROVING BEDROCK FOR FOOTINGS

Refer to EAR1.W930 and EAR1.W940.

PIL1.W2210.9 QUALIFIED SUPERVISION
Qualified supervision for mechanical coupler shall be in accordance with
CON3.W310.
PIL1.W2220.9 INSPECTION LOG BOOK

1. Record the details in an inspection log book as per CON3.W320.
2. Keep the inspection log book on Site for CM’s inspection when required and
submit the inspection log book to CM upon completion of the mechanical splice
works.

PILING AND FOOTING PIL1 > TESTING
_____________________________________________________________________________________________
TESTING
TESTING GENERALLY
PIL1.T010.9 NUMBER AND DISPOSITION OF TEST PILES
The number and disposition of the piles to be tested will be as Instructed. Make
allowance for testing one preliminary pile early in the Contract to provide reasonable
assurance that the Specification will be met.
PIL1.T020.9 REQUIRED MINIMUM NUMBER OF TESTS

1. Unless otherwise specified, the required minimum number of tests in this
Worksection shall be calculated based on the testing frequency or sample size
stated and the total number of piles installed in the whole Site. In case the
calculated number of tests is not a whole number, any fraction of test shall be
construed as one test;
2. Request the CM to select locations or piles for testing when all the piles have
been installed and are ready for testing;
3. Upon agreement with the CM, the Contractor may request the CM to select
locations or piles for testing when a portion of the piles have been installed and
are ready for testing. In such an event, the required minimum number of tests
for the portion shall be calculated based on the testing frequency or sample size
stated and the total number of piles of that portion. In case the calculated
number of tests is not a whole number, any fraction of test shall be construed as
one test. As a consequence, the total number of tests carried out for all the
portions may be more than the required minimum number of tests for the whole
Site. Bear all additional costs and no extension of time is allowed.
PIL1.T030.9 PROOF TEST

1. After receiving the report on completion of piling works as specified in
PIL1.W2010 or PIL1.W2020, the CM shall select piles for proof test
accordingly;
2. In this Specification, proof test shall mean:
a. Loading test of working piles as specified in PIL1.T610 and PIL1.T1010 to
PIL1.T1130 for Type 1, 2, 4, 5, 6 and 7 piles;
b. Core test as specified in PIL1.T1210 to PIL1.T1250 for Type 1c piles and
Type 3 piles.
3. Notwithstanding the samples size specified in PIL1.T610 for loading test and
PIL1.T1220 for core test, the CM shall select at least 1 pile per block for each
type of proof test. For Type 4 piles driven to bedrock, the CM may select
samples more than the sample size specified in PIL1.T610;
4. Allow the Direct Testing Contractor the number of working days as specified in
the Project Specific Specification to carry out each proof test commencing after
special attendance as stipulated in Worksection PRE.B12 or PRE.C12 as
appropriate has been satisfactorily provided.
PIL1.T040.9 BATCH OF MECHANICAL COUPLER FOR TYPE 5 PILES

A batch of mechanical coupler is as specified in CON3.T025.

_____________________________________________________________________________________________
PRELIMINARY DRIVEN PILES

PIL1.T110.9 PRELIMINARY PILES - TYPES 1, 2 AND 4 FOR CONTRACTOR'S
CONTRACT
Before driving any pile, install at least one preliminary additional pile, for each of the
proposed pile types to verify the proposed design methods and parameters and as
follows:
1. Install the pile at a location outside the building structure and to a design depth,
all as Approved;
2. Refer to PIL1.T130 for details of instrumentation;
3. Install a borehole adjacent to the preliminary pile and before it is driven to
determine the geotechnical conditions;
4. Test the preliminary pile by Pile Driving Analyser with CAPWAP analysis after
installation to the Approval founding depth;
5. Carry out a loading test on the preliminary pile as PIL1.T810 to PIL1.T880,
immediately after driving to determine the ultimate side resistance and tip
resistance of the pile;
6. Unless otherwise instructed by the CM, the Contractor may choose to pitch the
first sections of working piles before the test result is known but in the case of a
test failure, the Contractor must revise the design parameters and submit them
for Approval. Any piles driven on the basis of the original proposal will be
deemed to be unacceptable;
7. Carry out Approved remedial measures for such unacceptable piles including
extracting and disposing, off Site, of any abandoned piles, where necessary,
without any claim for extension of time;
8. Install a preliminary pile for the revised Approved design, repeating the
procedure described above as necessary until a successful test result is achieved;
9. No claim for an extension of time will be allowed in connection with the
provisions of this clause;
10. Trim down the preliminary pile to two metres below the finished ground level,
or as directed, after completion of the loading test.
PIL1.T120.9 PRELIMINARY PILES - TYPES 1, 2 AND 4 FOR ENGINEER'S DESIGN

CONTRACT
Before driving any pile, install a preliminary additional pile, for each pile type to
verify the driveability and the design assumptions as follows:
1. Install the pile at a location outside the building structure and to a design depth,
all as Approved;
2. Refer to PIL1.T130 for details of instrumentation;
3. Install a borehole adjacent to the preliminary pile and before it is driven to
determine the geotechnical conditions;
4. Test the preliminary pile by Pile Driving Analyser with CAPWAP analysis after
installation to the Approval founding depth;
5. Carry out a loading test on the preliminary pile as PIL1.T810 to PIL1.T880,
immediately after driving to determine the ultimate side resistance and tip
resistance of the pile;

_____________________________________________________________________________________________
6. Unless otherwise instructed by the CM, the Contractor may choose to pitch the
first sections of working piles before the test result is known. If any of the
loading tests fail, the CM may order the installation of additional piles and the
repetition of the procedures specified in this clause until a successful result is
achieved.
PIL1.T130.9 INSTRUMENTATION
1. Instrument the preliminary pile with calibrated strain gauges to determine the
distribution of side resistance in each major soil stratum down the pile and tip
resistance in the bearing stratum during the loading test;
2. Propose, for the above purpose, the type, number and locations of strain gauges
to be installed in each preliminary pile as well as the method of installation and
protection of the strain gauges;
3. Acceptance of the Contractor's proposal by the CM shall not relieve the
Contractor from the responsibility for ensuring the proper installation of the
strain gauges and their satisfactory performance during load testing of the piles;
4. Check the performance of the strain gauges installed in the preliminary pile
before and after installation of each segment of the pile into the ground, and
before and during load testing of the pile;
5. The preliminary pile will be deemed unacceptable should there be more than
20% of the required total number of installed strain gauges not functioning
properly during load testing of the pile;
6. Install an additional preliminary pile as PIL1.T110;
7. No claim for an extension of time will be allowed in connection with the
provisions of this clause;
8. Take strain gauge reading at each incremental change of test load during the load
test;
9. Present the strain gauge results by an Approved personal computer compatible
spreadsheet software in both tabular and pictorial forms agreed by the CM;
10. Submit two copies of the data stored on floppy diskettes to the CM within one
week after completion of the loading test.
PIL1.T140.9 FAILURE OF PRELIMINARY PILES

A preliminary pile is deemed to have failed the loading test when any of the
following conditions occur in loading stage 2 as defined in PIL1.T830:
1. The settlement of the pile head reaches the magnitude of settlement at failure as
defined in PIL1.T910;
2. The permanent settlement after removal of stage load 2 exceeds the permitted
value specified in PIL1.T920.
SAMPLING AND TESTING FOUNDING LEVELS TO

PILE TYPES 3, 4, 5, 6 AND 7
PIL1.T210.9 PROVING BEDROCK BEFORE INSTALLATION OF TYPE 3 PILES
1. Testing arrangements and testing samples:
a. At every Type 3 pile location, carry out pre-drilling and take cores of
minimum NX size to a minimum depth of 5000 mm into bedrock below the
proposed pile base before commencement of excavation for the pile, when
Instructed.
2. Testing methods:

_____________________________________________________________________________________________
a. Extract rock core samples from the core holes in the presence of the CM or
his representatives and provide records of bores for CM's inspection;
b. When Instructed, carry out laboratory compression tests or field point load
tests on recovered cores to determine rock strength;
c. Submit to the CM ground investigation reports within 3 days after
completion of coring and not less than 10 days prior to the commencement
of pile excavation;
d. Take further cores at any location as the Contractor deems necessary and at
his own expense as stated in PIL1.G440;
e. Keep the rock samples and a copy of the ground investigation reports in the
container store rooms;
f. Backfill the drillholes with cement grout or Approved material.
3. Test on bearing strata:
a. Carry out the uniaxial compressive strength test or equivalent point load
index test on the founding material for piles founded on Cat 1(c) or better
rock in accordance with the testing methods stated in sub-clause (2)(b)
above. Perform a minimum of 1 such test on rock specimen obtained at the
location of each installed pile.
PIL1.T220.9 PROVING BEDROCK BEFORE REACHING FOUNDING LEVEL FOR

TYPE 3 PILES
a. When Instructed, upon excavation for Type 3 pile reaching bedrock as
previously described in PIL1.G450, or the tentative founding level as
specified in the Drawings or pile base, take an NX size core to a minimum
depth of 5000 mm or such other depth as instructed by the CM into the
bedrock below the proposed pile base. In order to ascertain bedrock profile
within a pile, the CM may order more than one core per pile.
2. Testing methods:
a. Extract rock core samples from the core holes in the presence of the CM or
his representatives and provide records of bores for CM's inspection;
b. When Instructed, carry out laboratory compression tests or field point load
tests on recovered cores to determine rock strength;
c. Submit to the CM ground investigation reports within 3 days after
completion of coring;
d. Take further cores at any location as the Contractor deems necessary and at
his own expense as stated in PIL1.G440;
e. Keep the rock samples and a copy of the ground investigation reports in the
container store rooms; and
f. Backfill the drillholes with cement grout or Approved material.
PIL1.T230.9 PROVING BEDROCK BEFORE INSTALLATION OF TYPES 5 AND 6

PILES AND OF TYPE 4 PILE DRIVEN TO BEDROCK
1. Testing arrangements and testing methods:
a. Before the commencement of piling, carry out pre-drilling and take cores of
minimum NX size down to at least 5 m deep into the bedrock below the rock
head of the specified grade of rock, or to the bottom level of the designed
rock socket length of the nearest pile, whichever is the deeper. Provide rock
core samples and records of the bores for the CM's inspection. Backfill the
drillholes with cement grout or Approved material. Submit to the CM
ground investigation reports within 3 days after completion of the coring.
2. Testing samples:
_____________________________________________________________________________________________
a. The number of drillholes required shall be such that the pile tip of every pile
shall be within 5 metres from a drillhole and there shall be at least a drillhole
at every pile cap location.
PIL1.T240.9 PROVING BEDROCK DURING INSTALLATION OF TYPES 5 AND 6

1. Testing arrangements:
a. When Instructed, provide equipment for obtaining disturbed and undisturbed
soil and rock samples in accordance with BS 5930:1981 from ground in the
vicinity of the pile shaft during installation.
2. Testing methods:
a. When Instructed, carry out the following tests on Site or in the laboratory as
directed by the CM:
i. The standard penetration test in accordance with BS1377 : 1975 (Test
19), modified by "Geoguide 2: Guide to Site Investigation", Hong Kong
Government, 1987;
ii. Point load test in accordance with ISRM "Suggested Method for
Determining Point Load Strength", International Journal of Rock
Mechanics, Mining Sciences & Geomechanics, 1985, Volume 22, No. 2,
Pages 51-60;
iii. Uniaxial compression strength test in accordance with ASTM
Designation: D2938 – 86.
b. When the drillhole reaches the rockhead, recover continuous rock cores to at
least 5 m deep into the bedrock below the rock head of the specified grade of
rock, or to the bottom level of the designed rock socket length of the nearest
pile, whichever is deeper. Log all rock cores to ensure the quality of the
rock socket;
c. Provide suitable containers for samples of soil and ground water, ensuring
that containers for cohesive material are airtight;
d. Arrange for the testing of the samples in an Approved laboratory; and
e. Backfill the drillholes with cement grout or Approved material.
3. Test on bearing strata for Types 5 and 6 Piles:
a. Carry out the uniaxial compressive strength test or equivalent point load
index test on the founding material for piles socketed in Cat 1(c) or better
rock in accordance with the testing methods stated in sub-clause (2)(a)(ii)
and (iii) above. Perform at least 1 such test on rock specimen taken within
5m of each installed pile.
4. Submit to the CM ground investigation reports within 3 days after completion of
the coring and test in sub-clause (2)(a)(i) above and test reports within 3 days
after completion of the tests in sub-clause (2)(a)(ii) or (2)(a)(iii) above.
PIL1.T250.9 PROVING BEDROCK AFTER INSTALLATION OF TYPES 5 AND 6

a. After installation of the piles, the CM will order a Direct Testing Contractor
to take cores of minimum NX size in accordance with the requirements
stated in clause 7.4.4 of the Code of Practice for Foundations. The drillholes
shall be in the vicinity of the piles;
b. Provide attendance on the Direct Testing Contractor as described in
Worksection PRE.B12 or PRE.C12, as appropriate; and
c. Backfill the drillholes with cement grout or Approved material.
_____________________________________________________________________________________________
2. Testing samples:
a. The number of drillholes required shall be at least 2 or 1% of the total
numbers of piles, whichever is the greater.
PIL1.T260.9 FOUNDING LEVEL FOR TYPE 7 PILES

1. Testing arrangements and testing methods:
a. Before the commencement of piling, carry out pre-drilling down to at least
5 m below the tentative founding level of the specified category in
accordance with the Code of Practice for Foundations. Carry out standard
penetration tests at maximum interval of 2 m along the drillholes from cut-
off levels down to 5 m below the tentative founding levels. Provide records
of the bores for the CM's inspection. Backfill the drillholes with cement
grout or Approved material. Submit to the CM ground investigation reports
within 3 days after completion of the coring.
2. Testing samples:
a. The number of drillholes required shall be such that the pile tip of every pile
shall be within 5 metres from a drillhole.
TESTING GROUT FOR TYPES 3, 5, 6 AND 7 PILES

PIL1.T310.9 DEFINITION OF 'BATCH'
1. For the tests specified in PIL1.T320 and PIL1.T330, a 'batch' of grout is any
quantity of grout used for grouting in one continuous operation in one day;
2. For the test specified in PIL1.T340, a 'batch' of grout is the quantity of grout as
stipulated in Clause 1.2 of CS1:2010.
PIL1.T320.9 TEST FOR BLEEDING AND FREE EXPANSION

a. Provide one sample of grout from each batch not more than 30 minutes after
mixing and protect from changes in moisture content before tests are carried
out.
2. Testing methods:
a. Divide each sample into three specimens and place a portion of each
specimen in a covered cylinder with a diameter of 100 ±10 mm to a depth of
100 ±5 mm;
b. Measure the amount of bleeding and free expansion by a scale fixed to the
outside of the cylinder.
3. Non-compliance:
a. If the result of any test for the amount of bleeding or free expansion of the
grout does not comply with the specified requirements, submit particulars of
proposed changes to the materials, grout mix or methods of production to
the CM and carry out further grouting trials unless otherwise permitted by
the CM;
b. For Type 7 piles, the acceptance criteria for the result of any test for the
amount of bleeding or free expansion of the cement sand grout shall be
reviewed, established and subject to the CM's agreement after conducting
the trial mix of the grout.
PIL1.T330.9 FLOW CONE EFFLUX TEST

1. Testing samples:

_____________________________________________________________________________________________
a. After mixing and sieving and prior to injection, take one sample from each
batch.
2. Testing methods:
a. Test the grout in accordance with ASTM C939-94 to determine the Flow
Cone Efflux time;
b. For Type 7 piles, a 19 mm diameter flowcone shall be used. Flow rates shall
be within 15 to 25 seconds.
3. Non-compliance:
a. Except with the CM's prior agreement for grout mixes containing additives
and admixtures, grout having an efflux time of less than 15 seconds will be
rejected.
PIL1.T340.9 TEST FOR CRUSHING STRENGTH

1. Testing samples:
a. Provide one sample (Type 3 Pile) from every 25 m³ or every 25 batches,
whichever is the smaller volume. At least one sample shall be provided
from grout produced on any one day;
b. Provide one sample (Types 5, 6 and 7 Piles) from every 10 m³ or every 10
batches, whichever is the smaller volume. At least one sample shall be
provided from grout produced on any one day;
c. Each sample provided in sub-clauses (a) and (b) above shall not be taken at a
time more than one hour after the grout is mixed and shall be protected from
weather before test cubes are made.
2. Testing methods:
a. The DTC shall prepare two cubes of 100 mm size from each sample, cure
and test the cubes for crushing strength at 28 days in accordance with
CS1:2010;
b. The average of the two crushing strengths shall be taken as the test result.
The criteria C1 and C2 shall be adopted as appropriate for assessing
compliance stipulated in CON1.T640 and CON1.T660 of Worksection
CON1;
c. The test result shall comply with the following requirements:
i. Individual test results: comply with the strength determined from limits
given in Column A of the Table specified in CON1.T650 of
Worksection CON1;
ii. Average strength determined from any group of four consecutive test
results: comply with the strength determined from limits given in
Column B of the Table specified in CON1.T650 of Worksection CON1.
Where there are less than four available test results, treat the average of
the first two or first three consecutive test results in the same manner as
groups of four consecutive test results.
VISUAL INSPECTION
PIL1.T410.9 REQUIREMENT
When Instructed, open up for inspection any piles covered up as specified in the
following clauses in this sub-section.

_____________________________________________________________________________________________
PIL1.T420.9 METHOD
Excavate to expose piles for a minimum of 750 mm from face of the pile all round
and:
1. Plank and strut and shore all faces of the excavation and keep the excavation free
from water by pumping or baling;
2. Wash surfaces of piles to be inspected clean of all silt, mud or other adhering
material;
3. Deposit excavated material in temporary spoil heaps on Site;
4. After inspection, fill in and well ram to the entire satisfaction of the CM, around
the piles with Special Filling Material suitable for the piling system adopted. If
necessary, remove excavated Unsuitable Filling Material from site and make up
voids with Special Filling Material.
PIL1.T430.9 CRITERIA FOR FAILURE

Piles that upon inspection are found to be honeycombed, necked or cracked are
deemed to be defective.
DESTRUCTIVE TESTS ON SAMPLES OF TYPES 4

AND 6 PILES
PIL1.T510.9 GENERAL
Testing arrangements:
1. Allow for providing additional piles for testing, making samples of steel plates
and their delivery.
PIL1.T520.9 SAMPLES
Testing samples:
1. The CM will order approximately 1% of the number of the steel piles delivered
to Site to be subjected to testing in accordance with this sub-section before
driving;
2. Take two samples from the steel plates at both ends of each of the chosen piles
for tensile testing;
3. Tensile tests on steel samples will be carried out by Direct Testing Contractor.
PIL1.T530.9 NON-COMPLIANCE
In the event that the tensile test results fail to comply with this Specification, all piles
delivered on the same date will be deemed unacceptable and must be removed from
the Site.
PIL1.T540.9 PREMATURE INSTALLATION

Where piles are installed before test results are known, submit, for Approval,
proposals for remedying any unacceptable piles already installed.
LOADING TESTS GENERALLY

PIL1.T610.9 REQUIREMENT FOR TESTING
1. Test the preliminary pile(s) in accordance with this sub-section but do not test
pile(s) before the concrete and/or grout has attained sufficient strength to
withstand the test loads;
2. Loading tests for working piles of each type of Types 1, 2, 4, 5, 6 and 7 Piles:

_____________________________________________________________________________________________
a. Unless otherwise specified by the CM, the sampling rate for loading tests
shall be in accordance with the following table:
Type of Category of pile Sampling rate for
loading test loading tests
i. Compression Pile designed to take compression 1% of or 1 number
Test only. from the total
number of piles
Pile designed to take reversed tension under both
and compression with tensile load categories,
resistance less than 50% of the whichever is the
compressive load resistance. greater
ii. Tension Test Pile designed to take tension only. 2% of or 1 number
from the total
Pile designed to take reversed tension number of piles
and compression with tensile load under both
resistance equals to or greater than categories,
50% of the compressive load whichever is the
resistance. greater
b. For loading tests in compression, the CM will order the Direct Testing
Contractor to carry out the tests in accordance with this Worksection;
c. For loading tests in tension, submit details of tests for CM's approval and
carry out the tests according to the Approved procedures.
a. Piles will not be tested before the concrete and/or grout has attained
sufficient strength to withstand the test loads and selection of piles for
testing shall be in accordance with PIL1.T030;
b. Allow sufficient time in the programming of the Works for the CM to order
the piles to be load tested and for performing the number of tests stated
before completion of the Works or the respective Section thereof;
c. Provide attendance on the Direct Testing Contractor as Worksection
PRE.B12 or PRE.C12 as appropriate;
d. Pave the area around the test pile with chunam or other materials approved
by the CM immediately after the pile has been selected for load test. The
extent of the paved area to be determined by the CM. Keep the paved area
from being damaged prior to the load test;
e. Provide adequate site safety to cater for the possible failure of the piles
during testing;
f. For Type 7 piles, the pile shall be loaded at cut-off level. When the loading
test is carried out before trimming the pile to cut-off level, the additional
shaft friction above the cut-off level shall be taken into consideration for the
test loading. The loading test proposal shall be submitted to the CM for
approval at least 14 days before commencement of the loading test.
LOADING TESTS OF PRELIMINARY PILES

PIL1.T710.9 TESTING EQUIPMENT
1. Supply suitable platforms, hydraulic and other equipment together with four
deflectometers reading to 0.025 mm and all other appliances necessary to record
the settlement of the pile to Approval;
2. Ensure that the support of the reference beam is at least 2000 mm or 3 times the
pile diameter, whichever is the greater, from the test and anchor piles.

_____________________________________________________________________________________________
PIL1.T720.9 CALIBRATION OF HYDRAULIC EQUIPMENT

Before commencement of the testing, submit to the CM, calibration test certificates
from an independent laboratory in respect of all hydraulic equipment. Carry out the
calibration:
1. In the period between the notified date for commencement of the Works and
commencement of testing; or
2. Whenever the equipment has been adjusted.
PIL1.T730.9 MEASUREMENT OF TEST LOADS

Measure test loads by the use of a calibrated load cell and a calibrated pressure gauge
included in the hydraulic system and:
1. Ensure that the load cell is axially loaded throughout the test;
2. Use the values given by the load cell for the interpretation of the test result, the
pressure gauge readings being required as a check for gross error.
PIL1.T740.9 TEMPERATURE VARIATIONS

Provide suitable protection to minimise the effect of temperature variations on the
test.
PROCEDURE FOR LOAD TESTS OF PRELIMINARY

PILES
PIL1.T810.9 ANCHORAGES
1. Apply the load by jacking against suitable reactions provided by kentledge,
anchor piles, or other anchorages to Approval;
2. Provide the centre of such reactions at a minimum distance of 2000 mm or three
times the pile diameter, whichever is the greater, from the centre of the pile to be
tested and from the centre of any adjacent pile.
PIL1.T820.9 PILE CAP TO TEST PILE

Extend the pile to be test loaded from its original level to a suitable level for the
carrying out of the test and design and construct a suitable pile cap to the test pile.
PIL1.T830.9 LOADING OF A PRELIMINARY PILE

Apply and remove the test loading of a preliminary pile at cut off level or at other
level agreed by the CM in three stages as follows:
Stage Test Loading
1 100% P
2 200% P
3 360% P (for pile types 1 & 2)
or 330% P (for pile type 4)
P = safe load carrying capacity as defined in PIL1.D390 for Contractor's
Design Piling Contract / Combined Piling and Building Contract; or
P = safe load carrying capacity as specified by the CM for Engineer's Design
Piling Contract / Combined Piling and Building Contract.
PIL1.T840.9 SEQUENCE
Adopt the following sequence of testing of preliminary pile unless otherwise
instructed:
_____________________________________________________________________________________________
1. Apply the load in increments of 50%P up to the stage 1 test loading;

2. Do not apply increments of loading until the rate of settlement of the pile is less
than 0.05 mm in 10 minutes;
3. Remove the test load and determine the recovery of the pile before resuming
loading;
4. Repeat procedures in sub-clauses (1) and (2) above for the stage 2 test loading;
5. Maintain the full stage 2 test loading for 72 hours before removal;
6. Remove the test load and record the recovery of the pile;
7. Apply the load in increments of 50%P up to the stage 2 test loading allowing 20
minutes between load increments;
8. Maintain the stage 2 test loading for 20 minutes;
9. Apply the load in increments of 10%P until the stage 3 test loading or the failure
load as defined in PIL1.T910 is reached, allowing 20 minutes between load
increments;
10. Maintain the stage 3 test loading for 2 hours if failure of the pile does not occur;
11. Remove the test load in four equal decrements allowing 20 minutes between
decrements, and record the recovery of the pile.
PIL1.T850.9 RECORDING AND CHECKING DATA

1. Carefully record the settlement of the pile under each increment of loading and
the exact time at which such increment is applied or removed, in the presence of
the CM;
2. Throughout the period of the test, make check observations of the settlement of
the pile being tested by a suitable surveyor's level.
PIL1.T860.9 CONTRACTOR'S REPRESENTATIVE

Have a representative in attendance continuously throughout the period of the test to
take and record all specified data hourly or at such other intervals as may be
stipulated by the CM.
PIL1.T870.9 COMPLETION
On completion of the test, remove all testing equipment etc, demolish the test pile
cap, make good the test pile and the Site back to their original condition and remove
all debris arising from the test from the Site.
PIL1.T880.9 RECORDS AND SUBMISSION OF REPORT TO THE CM

Keep records of load tests on piles on the Site and submit a report to the CM within
12 hours of the test being completed. Keep the records on standard forms as shown
in Appendix PIL1/V to this Worksection and available to the CM for inspection at all
times. The records must include graphs showing load and settlement versus time,
plotted in the format as agreed by the CM.
LOAD TEST RESULTS OF PRELIMINARY PILES

PIL1.T910.9 FAILURE LOAD
Keep records during loading and unloading. The ultimate or failure load of the pile
is that load which produces a settlement of the pile head exceeding:
f = De + D/120 + 4 mm
where:
f = settlement at failure in mm.

_____________________________________________________________________________________________
D = least lateral dimension of the pile in mm.

De = elastic deformation of the pile shaft and is defined as:
De = 3.7PLp/AE for stage 3 test loading for preliminary pile of pile
types 1 & 2; or
3.3PLp/AE for stage 3 test loading for preliminary pile of pile
type 4; or
2PLp/AE for all other stages of test loading for preliminary
pile.
where:
P = as defined in PIL1.T830; unit in kN
Lp = pile length in mm
A = cross sectional area of pile in mm²
E = Young's Modulus for pile material in kN/mm²
PIL1.T920.9 RESIDUAL SETTLEMENT

When the rate of recovery after the removal of the maximum test load is less than
0.1 mm/hour observed in a period of not less than 15 minutes, the residual settlement
at the head of the pile exceeding the greater of D/120 + 4 mm or 25% of the
maximum pile head settlement during the test, will be deemed a failure of the pile.
LOADING TESTS OF WORKING PILES

PIL1.T1010.9 GENERAL
The Direct Testing Contractor will carry out load tests of working piles in
accordance with the requirements of the Specification.
PIL1.T1020.9 LOADING OF A WORKING PILE

As ordered by the CM, the Direct Testing Contractor will apply and remove the test
loading of a working pile at cut off level or at other level agreed by the CM, in two
stages as follows:
Stage Test Loading for Pile Types 1, 2, 4, 5, 6 & 7
1 100% P
2 200% P
P = safe load carrying capacity as defined in PIL1.D390 for Contractor's Design
Piling Contract / Combined Piling and Building Contract; or
P = safe load carrying capacity as specified by the CM for Engineer's Design
Piling Contract / Combined Piling and Building Contract.
PIL1.T1030.9 LOADING TYPES 5, 6 AND 7 PILES

The Direct Testing Contractor will not carry out the test until the grout has reached
the 28-days characteristic compressive strength.
PIL1.T1040.9 SEQUENCE
The Direct Testing Contractor will adopt the following sequence of testing of
working pile unless otherwise instructed:
1. Apply the load in increments of 50%P up to the stage 1 test loading;
2. Do not apply increments of loading until the rate of settlement of the pile is less
than 0.05 mm in 10 minutes;

_____________________________________________________________________________________________
3. Remove the test load and determine the recovery of the pile before resuming
loading;
4. Repeat procedures in sub-clauses (1) and (2) above for the stage 2 test loading;
5. Maintain the full stage 2 test loading for 72 hours before removal;
6. Remove the test load and record the recovery of the pile.
LOAD TEST RESULTS OF WORKING PILES

PIL1.T1110.9 FAILURE LOAD AND RESIDUAL SETTLEMENT
1. Keep records during loading and unloading. The ultimate or failure load of the
pile is that load which produces a settlement of the pile head exceeding:
f = De + D/120 + 4 mm
where:
f = settlement at failure in mm.
D = least lateral dimension of the pile in mm.
De = elastic deformation of the pile shaft and is defined as:
De = 2PLp/AE for all other stages of test loading for working pile.
where:
P = as defined in PIL1.T1020 as appropriate; unit in kN
Lp = pile length in mm (For pile with rock sockets, Lp should be
measured to the centre of the rock socket. For pile without rock sockets,
Lp should be taken as the entire length of the pile)
A = cross sectional area of pile in mm²
E = Young's Modulus for pile material in kN/mm²
2. Consider the following in calculating the De:
a. For Type 5 pile, the contribution from steel bars, cement grout and steel
casing along the whole pile length, Lp; and
b. For Type 6 pile, the contribution from cement grout within the length of the
rock socket.
3. When the rate of recovery after the removal of the maximum test load is less
than 0.1 mm/hour observed in a period of not less than 15 minutes, the residual
settlement at the head of the pile exceeding the greater of D/120 + 4 mm or 25%
of the maximum pile head settlement during the test, will be deemed a failure of
the pile.
REMEDIAL WORKS TO RECTIFY FAILED PILES

PIL1.T1120.9 FAILED PILES FOR CONTRACTOR'S DESIGN PILING CONTRACT /
Where a pile fails, install additional piles in accordance with the remedial proposal
Approved and carry out all necessary tests to comply with the requirements of this
Specification. The Contractor may be required to carry out all necessary tests as
stated in PIL1.T210 to PIL1.T260 as appropriate in order to provide information for
designing and positioning the additional piles to the CM's satisfaction. Carry out the
extended/revised pile caps consequent upon the installation of the additional piles to
an Approved design and in an Approved manner. Bear all additional costs and no
extension of time will be entertained for complying with the requirements of this
clause.

_____________________________________________________________________________________________
PIL1.T1130.9 FAILED PILES FOR ENGINEER'S DESIGN PILING CONTRACT /

1. In the event that a pile fails, carry out investigation and report to the CM the
causes of failure. The CM may further investigate the cause of failure and carry
out any tests he deems necessary. Provide all necessary attendance to the CM’s
investigation and to the Direct Testing Contractor for execution of any tests as
required by the CM for the investigation;
2. If the failure is due to poor workmanship or faulty materials, carry out remedial
works, including but not limited to the carrying out of investigation and all
necessary tests as stated in PIL1.T210 to PIL1.T260 as appropriate, submission
of remedial proposal, construction of additional piles, extension/revision of pile
caps and all associated tests, as follows:
a. Rectify such non-compliance in accordance with this Specification;
b. Where additional piles or extended/revised pile caps are required, carry out
such works to an Approved design and in an Approved manner. Do not
commence any remedial works until the remedial proposal is Approved; and
c. Bear all time and costs associated with the remedial works.
3. If the failure is not due to poor workmanship or faulty materials, carry out
remedial works, including but not limited to the carrying out of investigation and
all necessary tests as stated in PIL1.T210 to PIL1.T260 as appropriate,
construction of additional piles, extension/revision of pile caps and all associated
tests, as may be Instructed to rectify such non-compliance all in accordance with
this Specification, as follows:
a. Mobilize within 7 days after issue of the instruction by the CM all necessary
plant and equipment, and commence the remedial works that are considered
necessary by the CM;
b. When Instructed, submit for CM’s agreement the method statement and
programme for the remedial works; and
c. Bear all costs and time due to any late mobilization of plant and equipment,
delay in commencement of the remedial works and failure to execute the
remedial works diligently.
CONCRETE CORE TESTING (FULL-LENGTH

CONCRETE CORE) FOR TYPE 1C AND TYPE 3
PILES
1. Core tests of piles as described in this sub-section will be carried out by Direct
Testing Contractor(s) and selection of piles for testing shall be in accordance
with PIL1.T030;
2. Provide attendance to the Direct Testing Contractor(s) as Worksection PRE.B12
or PRE.C12, as appropriate;
3. Allow sufficient time in the programming of the Works for the CM to order the
piles to be tested and for performing the number of tests stated before
completion of the Works or the respective Section thereof.
PIL1.T1220.9 CORE DIMENSIONS AND SAMPLE SIZE

The following works will be carried out by Direct Testing Contractor:
1. Testing samples

_____________________________________________________________________________________________
a. Take full-length concrete core specimens of minimum NX size for Type 1(c)
piles or 100 mm diameter for Type 3 piles;
b. Take cores of minimum NX size down to not less than 600 mm, or one half
of the diameter of the pile base, whichever is the larger, into the rock below
the pile base;
c. Sample size: minimum 2 number or 5% of the total number of piles,
whichever is the greater.
2. Testing methods:
a. Laboratory compression tests on 3 core samples selected from the full length
concrete core; acceptance criteria for concrete core compression tests are
given in PIL1.T1240.
PIL1.T1230.9 REINSTATEMENT OF CORE HOLES

Fill core holes solid with non-shrinkage grout of at least the same crushing strength
as the pile cored.
PIL1.T1240.9 CRITERIA FOR FAILURE OR NON-COMPLIANCE OF PILE IN

CONCRETE CORE TESTING
1. Concrete of the respective piles is considered failed if:
a.
i. The estimated in-situ cube strength of any core specimen is less than
75% of the specified grade strength or the average estimated in-situ cube
strength of the three core specimens is less than 85% of the specified
grade strength, for cases other than that stated in sub-clause (1)(a)(ii)
below;
ii. The estimated in-situ cube strength of any specimen is less than 60% of
the specified grade strength or the average estimated in-situ cube
strength of the three core specimens is less than 70% of the specified
grade strength for the case where a reduction factor of 0.8 is applied to
the design stresses of concrete placed under water; or
b. The concrete cores show evidence of honeycombing or segregation of
individual constituent materials; or
c. In the opinion of the CM, the concrete fails to meet the specified
requirements in any other respect.
2. The interface of concrete and rock of the respective pile is considered failed if, in
the opinion of the CM, the concrete and rock of the core specimen is not in good
contact;
3. The rock below the pile base is considered not complying with the requirements
of this Specification if, by visual examination, the rock core obtained does not
conform to the rock material specified in the design;
4. The respective pile will be considered not complying with the requirements of
this Specification if any one of the failure or non-compliance criteria stated in
sub-clause (1), (2) or (3) above is met; in such event:-
a. Comply with the requirements stated in PIL1.T1120 or PIL1.T1130 as
appropriate; and
b. The CM may order the Direct Testing Contractor to carry out further tests on
other piles, the number of piles to be tested for failure criteria as stated in
sub-clause (1) shall be in accordance with PIL1.T1410 unless otherwise
Approved.

_____________________________________________________________________________________________
PIL1.T1250.9 REQUIREMENT FOR FURTHER TESTS

Non-compliance:
1. Cube test results
a. When concrete cube compressive test result does not comply with
CON1.T630 to CON1.T660, the CM will order the Direct Testing
Contractor to extract full length concrete core from each pile cast on the
same concreting day and further select 3 core samples from each pile
according to instruction of CM for compression test (the cores taken in this
case are not included in the core sample specified in PIL1.T1220).
Acceptance criteria and further actions arising from such tests shall be in
accordance with PIL1.T1240.
2. Core test results
a. When the concrete of a pile fails according to sub-clause (1)(a) of
PIL1.T1240, no further test on concrete core of this pile is allowed.
3. Bear all costs and no extension of time is allowed for testing, remedial works
and installation of additional pile(s) as a consequence of the above non-
compliance.
DESTRUCTIVE TESTING OF SAMPLES OF

PRECAST CONCRETE PILES
1. Allow for providing additional materials of piles for testing;
2. Arrange for the taking and testing of concrete cores by a Direct Testing
Contractor employed direct by the Authority;
3. Provide attendance on the Direct Testing Contractor as PRE.B12.530 or
PRE.C12.240 as appropriate and remove the tested piles from Site on
completion of the tests.
PIL1.T1320.9 SAMPLE SIZE

Testing samples:
1. Where precast concrete piles (Types 1(a) and 2) are proposed for the Contract,
the CM will order approximately 1% of the number of piles delivered to Site to
be subjected to the tests as specified in the following clauses in this sub-section,
prior to driving;
2. Where precast prestressed spun concrete piles (Type 1(b)) are proposed for the
Contract, the CM will order at least 2% of the number of piles with a minimum
of one pile per batch per delivery to Site to be subjected to the tests as specified
in the following clauses in this sub-section, prior to driving.
PIL1.T1330.9 CORING
Testing methods:
1. For Types 1(a) and 2:
a. Direct Testing Contractor will take cores in accordance with CON1.T710 to
CON1.T760 from each of the chosen precast concrete piles for core test.
2. For Type 1(b):
a. Direct Testing Contractor will take 3 sets of 3 cores (total 9 nos.) of 76 mm
diameter taken normal to the length and from 3 transverse sections of a
chosen precast prestressed spun concrete pile in accordance with
CON1.T710 and CON1.T720 for core test;
_____________________________________________________________________________________________
b. Where the estimated insitu cube strength of any individual core is less than
85% of the specified grade strength, comply with any instruction of the CM
for the taking of additional core samples to make up a total of 12 numbers of
core samples in the same concreting day for further tests. Allow the time
without any claim for extension of time and bear all the costs for such extra
work;
c. Assess the coring test results in accordance with CON1.T760.
3. Do not apply the provisions of CON1.T770 to precast concrete piles generally
nor those of CON1.T740 to precast prestressed spun concrete piles.
PIL1.T1340.9 TEST FAILURE

In the event that the coring test results fail to comply with the Specification, all piles
concreted on the same day will be deemed to be unacceptable and must be removed
from the Site.
PIL1.T1350.9 PREMATURE DRIVING

Where driving is carried out before test results are known, submit remedial proposals
for those unacceptable piles, as described above, which have already been driven, for
Approval.
FURTHER INSPECTION AND TESTING

PIL1.T1410.9 REQUIREMENT
If inspection, loading tests, core tests (for Type 3 piles) or weld tests show that any
pile is not in accordance with the Specification or the Drawings, the CM may order
further inspection/tests, the number to be calculated by the application of the formula
given below and no extension of time will be allowed. Bear the cost of such further
inspection/tests.

number of further inspections/tests = n 2  2 n  3 
where n = total number of unsuccessful inspections/tests progressively until all
inspections/ tests are successful.
PIL1.T1420.9 SAMPLE EVALUATIONS

Typical examples of evaluations of number of further inspections/tests are given in
Appendix II to this Worksection, for illustrative purposes only.
NON-DESTRUCTIVE TESTS ON WELDS

1. Non-destructive tests on welds will be carried out by Direct Testing
Contractor(s). Allow 3 working days for the execution of each weld test by the
Direct Testing Contractor(s) commencing after special attendance as stipulated
in Worksection PRE.B12 or PRE.C12 as appropriate has been satisfactorily
provided;
2. Allow sufficient time in the programming of the Works for the CM to order the
piles to be tested and for performing the number of tests stated before
PIL1.T1520.9 TYPES OF TEST AND SAMPLE SIZE

1. Testing methods and testing samples:
_____________________________________________________________________________________________
a. During the progress of the works, the CM will require testing of the butt and
fillet welded joints to all types of piles to be examined by non-destructive
tests as follows:
i. In accordance with the requirements stated in STR1.T120;
ii. For full penetration butt weld, the testing frequency shall be 100%, in
accordance with clause 14.3.6.1 of Code of Practice for the Structural
Use of Steel 2011. The CM may, at his discretion, reduce such testing
frequency to a minimum of 10%.
b. In addition, the CM will order another Direct Testing Contractor to carry out
the same test on 5% of the tested welds again.
2. Non-compliance:
a. In the event that the result of test carried out by either one of the Direct
Testing Contractors failed, the tested weld shall be deemed not complying
with the requirement of the Contract.
NON-DESTRUCTIVE TESTS ON PILES

1. Testing methods and test samples:
a. In addition to the normal requirements for testing of the piles, a proportion
of the installed piles will be tested by Direct Testing Contractor(s), using
non-destructive tests which include the following types of test:
Type of Test Number of Piles to be Tested
Pile driving i. Minimum 5% of the total number of all driven
analyser piles excluding Type 4 piles driven to bedrock and
driven concrete piles
ii Minimum 10% and 20% to verify the capacity and
the integrity respectively of the total number of all
Type 4 piles driven to bedrock in accordance with
clauses 5.4.11(5)(c) and 5.4.11(5)(d) of Code of
Practice for Foundations.
iii Refer to sub-clause (1)(b) for driven concrete piles
Pile Integrity i. Minimum 15% of the total number of all Type 7
Test piles for compliance with ASTM D5882 or other
Approved standard
ii. Refer to sub-clause (1)(b) for driven concrete piles
Sonic logging i. 100% of the total number of all Type 3 piles
ii. 100% of the total number of all Type 7 piles
b. The total number of driven concrete piles tested by pile driving analyser and
Pile Integrity Test, taken together, will be minimum 5% of the total number
of all driven concrete piles;
c. In addition, the CM will order another Direct Testing Contractor or the
Housing Department Materials Testing Laboratory to carry out the same
tests on 5% to 10% of the tested piles again.
a. Inform the CM in writing at least 7 working days before all piles of each
individual pile cap or every 20% of the total numbers of piles of the same
block, whichever is less, are ready for the non-destructive test; allow at least
7 working days for the execution of non-destructive test on each pile by the
Direct Testing Contractor(s);
_____________________________________________________________________________________________
b. Provide attendance on the Direct Testing Contractors and / or Housing

Department Material Testing Laboratory as Worksection PRE.B12 or
PRE.C12 as appropriate;
c. Allow sufficient time in the programming of the Works for the CM to order
the piles to be tested and for performing the number of tests stated before
3. Preparation works for sonic logging (for Type 3 piles):
a. Install sonic access tubes of mild steel with thickness not less than 2.5 mm
for Type 3 pile of number as given in the following table:
Pile Diameter No. of Sonic Access Tube
Less than 2 m diameter 4
Equal to or exceeding 2 m diameter 6
b. Half of the number of the sonic access tubes installed in a Type 3 pile shall
be used for both sonic logging test and confirmatory core testing. These
tubes shall be of 150 mm internal diameter. The remaining half number of
the sonic access tubes shall be used for sonic logging test only in accordance
with the following table.
Pile Diameter Remaining half number of the
(Pile Length) Sonic Access Tube
Less than 2 m diameter 2 nos. of internal diameter not
(Length less than 50 m) less than 42 mm
Less than 2 m diameter 2 nos. of 150 mm internal
(Length equal to or longer than 50 m) diameter
Equal to or exceeding 2 m diameter 3 nos. of internal diameter not
(Length less than 50 m) less than 42 mm
Equal to or exceeding 2 m diameter 3 nos. of 150 mm internal
(Length equal to or longer than 50 m) diameter
(Pile Length = length of bored pile measured from cut off level to founding
level)
c. Install sonic access tubes for both sonic logging test and confirmatory core
testing and those for sonic logging test only in alternate positions along the
perimeter inside the pile shaft;
d. Fit all tubes with screw-on steel watertight shoes or other Approved means
at both ends. Fix all tubes securely to the interior of the reinforcement cage
of the pile by method to be approved by the CM;
e. All sonic access tubes to be watertight including any joints, evenly spaced,
parallel to each other and to the axis of the pile, free from corrosion with
clean internal and external faces so as to allow free and unobstructed
passage of the testing probes;
f. Plug or cap all sonic access tubes before concreting. Extend the tubes along
the depth of the pile from 300 mm approximately above the pile top level
down to 1 m above the pile base for the 150 mm diameter tubes used for
both sonic logging test and confirmatory core testing, and down to 500 mm
above the pile base for the remaining half number of the sonic access tubes
used for sonic logging test only;
g. Fill up the sonic access tubes with water prior to concreting of pile and
during testing;

_____________________________________________________________________________________________
h. Cut off all tubes flush with the concrete surface of pile and fill up the tubes
with non-shrinkage grout of at least the same crushing strength as the
concrete of the pile upon completion of all testing.
4. Preparation works for sonic logging (for Type 7 piles):
a. Install a single sonic access tube of uPVC with closed bottom end and
internal diameter of 40 mm;
b. Fix the single tube securely to the centre of the reinforcement cage of the
pile by method to be approved by the CM;
c. The single tube to be watertight including any joints, parallel to the axis of
the pile, clean internal and external faces so as to allow free and
unobstructed passage of the testing probe;
d. Plug or cap the single tube before inserting the reinforcement cage into the
grouted shaft. Extend the single tube along the depth of the pile from
300 mm approximately above the pile top level down to the bottom level of
the reinforcement cage for sonic logging test;
e. Fill up the single tube with water prior to installation of reinforcement cage
and during testing;
f. Cut off the single tube flush with the grout surface of pile and fill up the tube
with non-shrinkage grout of at least the same crushing strength as the grout
of the pile upon completion of all testing.
PIL1.T1620.9 RELATIONSHIP TO LOAD TESTING OR CORE TESTING

The results of this testing will, in conjunction with other considerations, be used in
selecting piles for load testing or core testing as appropriate.
PIL1.T1630.9 TEST REPORT

A report of these tests will be prepared by the Direct Testing Contractor(s) and will
include the following:
1. Date of testing;
3. Measured pile length;
4. Record test data;
5. Defects such as cracks, fractures or other dis-continuities;
6. Pile stiffness for pile driving analyser.

ENGINEER'S DESIGN PILING CONTRACT / COMBINED PILING AND
BUILDING CONTRACT
1.
a. For piles pitched by using hydraulic hammers, the pile driving analyser tests
as stipulated in PIL1.T1610 shall be performed with CAPWAP analysis in
accordance with the following table:

_____________________________________________________________________________________________
Number of Piles to be Tested by the

Pile Type
Pile Driving Analyser
(Type of Hammer Used for Final
(Number of Tests with CAPWAP
Set)
Analysis)
All driven piles excluding Type 4
piles driven to bedrock and Type 1b Minimum 5% of the total number
piles of piles
(drop hammers or other types of (at least half of the pile driving
hammers as allowed in analyser tests)
PIL1.W520)
Minimum 10% and 20% to verify
the capacity and the integrity
respectively of the total number of
Type 4 piles driven to bedrock
all Type 4 piles driven to bedrock
(drop / hydraulic hammers or other in accordance with clauses
types of hammers as allowed in 5.4.11(5)(c) and 5.4.11(5)(d) of
PIL1.W520) Code of Practice for Foundations.
(all the pile driving analyser tests to
verify the capacity)
Type 1b piles
Minimum 5% of the total number
(drop hammers or other types of of piles
hammers as allowed in
(all the pile driving analyser tests)
PIL1.W520)
All driven piles excluding Type 4 Minimum 10% of the total number
piles driven to bedrock of piles
(hydraulic hammers) (all the pile driving analyser tests)
b. Unless otherwise agreed by the CM, use only hydraulic hammers to carry
out the tests.
2. Prepare and submit a report of hydraulic hammer performance which should
include particularly the following:
a. Correlation of the results of final sets measurement, the results of pile
driving analyser tests with or without CAPWAP and the results of static load
tests;
b. Back calculate the values of the Hydraulic Hammer Factor, "Kh", of the
modified Hiley formula specified in the Drawings by using appropriate test
results.

CONTRACTOR'S DESIGN PILING CONTRACT / COMBINED PILING
AND BUILDING CONTRACT
1.
a. For piles pitched by using hydraulic hammers, the pile driving analyser tests
as stipulated in PIL1.T1610 shall be performed with CAPWAP analysis in
accordance with the following table.
Pile Type
Set)
Analysis)
piles driven to bedrock and Type 1b of piles
piles (at least half of the pile driving
(drop hammers or other types of analyser tests)
_____________________________________________________________________________________________

Pile Type
Set)
Analysis)
PIL1.W525)
Minimum 10% and 20% to verify
the capacity and the integrity
Type 4 piles driven to bedrock respectively of the total number of
all Type 4 piles driven to bedrock
(drop / hydraulic hammers or other in accordance with clauses
types of hammers as allowed in 5.4.11(5)(c) and 5.4.11(5)(d) of
PIL1.W525) Code of Practice for Foundations.
(all the pile driving analyser tests to
verify the capacity)
Type 1b piles
Minimum 5% of the total number
(drop hammers or other types of of piles
(all the pile driving analyser tests)
PIL1.W525)
piles driven to bedrock of piles
(hydraulic hammers) (all the pile driving analyser tests)
b. Unless otherwise agreed by the CM, use only hydraulic hammers to carry
out the tests.
2. Prepare and submit a report of hydraulic hammer performance which should
include particularly the following:
a. Correlation of the results of final sets measurement, the results of pile
driving analyser tests with or without CAPWAP and the results of static load
tests;
b. Back calculate the values of the Hydraulic Hammer Factor, "Kh", of the
proposed modified Hiley formula stated in PIL1.D390 by using appropriate
test results.
PIL1.T1650.9 CHECKING OF SIZE OF PILE SHAFT AND BELL-OUT OF TYPE 3 PILE

1. Testing sample and method:
a. Prior to installation of permanent lining and steel reinforcement of each
Type 3 pile, check the correctness of the size of the pile shaft and the bell-
out by using Ultrasonic Echo Sounder Test or other approved tests and
submit the test report to the CM.
2. Testing method:
a. Unless otherwise agreed by the CM, the testing equipment shall fulfil the
following minimum quality and capability:
i. Comply with the requirements of clause 8.12 of the Code of Practice for
Foundations;
ii. Be able to generate ultrasonic wave of suitable frequency and energy for
reflection of the pile shaft and casing surface within 0.5 m to 8 m in
distance;
iii. Have four sensors each mutually perpendicular to one another and be
able to provide two cross sectional profiles of the pile simultaneously in
one go;
iv. Have measurement accuracy within 0.5% in horizontal distance;
_____________________________________________________________________________________________
v. Be able to measure up to a depth as stated in the Project Specific

Specification;
b. The test report shall include the following:
i. The profile of the pile;
ii. The verticality of the pile – besides the verticality of the whole pile, the
verticality of the pile from cut off level down to intermediate depths of
maximum 10 m intervals shall be reported;
iii. The original electro-sensitive paper records which shall be endorsed by
the QCM or SQCC of the Contractor and the field technician of the
laboratory;
iv. Interpretation of the test results with respect to the acceptance criteria.
3. Testing arrangement:
a. Employ a HOKLAS accredited laboratory to carry out the tests;
b. Prior to the tests, seek the CM's agreement on the following:
i. Testing procedures and equipment;
ii. Acceptance criteria of the tests other than those stated in the
Specification;
iii. Test report format;
iv. Submission arrangement of the test reports.
c. In addition, the CM will order a Direct Testing Contractor to carry out the
same tests on 5% of the total number of Type 3 piles; allow at least 7
working days for the execution of each test by the Direct Testing
Contractor(s); provide attendance on the Direct Testing Contractor as
specified in PRE.B12.520 or PRE.C12.260 as appropriate;
d. Carry out investigation and rectify any defect or irregularities identified by
the test and carry out further tests, all to the CM's satisfaction, before
proceeding to the next stage of work;
e. Allow sufficient time in the programming of the Works for the CM to order
completion of the Works or the respective Section thereof. No claim for
additional cost and any extension of time as a result of complying this clause
will be entertained by the CM.
CONFIRMATORY CORE TESTING OF FOUNDING

STRATA OF TYPE 3 PILES
PIL1.T1710.9 REQUIREMENT FOR CONFIRMATORY CORE TESTING
1. Testing samples:
a. Take core of minimum NX size down the concrete/rock interface through
one of the sonic tubes with its end installed 1 m above the bottom of the pile;
the core taken shall include the 1 m of concrete above the interface and at
least 1 m of rock below the interface. Use triple-tube core-barrels to extract
cores;
b. Sample size: 100% of the total number of Type 3 piles.
2. Testing methods:
a. Laboratory compression tests and/or field point load tests on core specimens
to determine the concrete or rock strength when ordered.
3. Testing arrangement:

_____________________________________________________________________________________________
a. Submit three copies of each of the reports of the confirmatory core tests
within three working days after completion of each test;
b. In addition, the CM will order a Direct Testing Contractor to carry out
confirmatory core tests on 5% of the total number of Type 3 piles; allow at
least 7 working days for the execution of each confirmatory core testing by
the Direct Testing Contractor(s); provide attendance on the Direct Testing
Contractor(s) as Worksection PRE.B12 or PRE.C12 as appropriate;
c. Allow sufficient time in the programming of the Works for the CM to order
PIL1.T1720.9 EQUIPMENT AND METHOD

Obtain Approval for the coring equipment and the method of executing the work.
PIL1.T1730.9 TREATMENT OF SPECIMENS

Deal with the concrete core specimens in accordance with CS1:2010 all as set out in
Worksection CON1 of this Specification.
PIL1.T1740.9 REINSTATEMENT OF CORE HOLES

Fill core holes and sonic tubes solid with non-shrinkage grout of at least the same
crushing strength as the pile cored.
PIL1.T1750.9 CRITERIA FOR FAILURE OR NON-CONFORMITY OF PILE IN

CONFIRMATORY CORE TESTING
1. Concrete of the respective piles is considered failed if:
a. The concrete cores show evidence of honeycombing or segregation of
individual constituent materials; or
b. In the opinion of the CM, the concrete fails to meet the specified
requirements in any other respect.
2. The interface of concrete and rock of the respective pile is considered failed if, in
the opinion of the CM, the concrete and rock of the core specimen is not in good
contact;
3. The rock below the pile base is considered not complying with the requirements
of this Specification if, by visual examination, the rock core obtained does not
conform to the rock material specified in the design;
4. The respective pile will be considered not complying with the requirements of
this Specification if any one of the failure or non-compliance criteria stated in
sub-clause (1), (2) or (3) above is met; in such event, comply with the
requirements stated in PIL1.T1120 or PIL1.T1130, as appropriate.

PIL1.T1810.9 RATE OF SAMPLING
Provide test specimens as per CON3.T510.
PIL1.T1820.9 METHOD OF TESTING

Testing for splicing assemblies without ductility requirement shall be in accordance
with CON3.T520.
PIL1.T1830.9 COMPLIANCE CRITERIA

1. Compliance criteria for mechanical coupler without ductility requirement shall
be in accordance with CON3.T530;
_____________________________________________________________________________________________
2. Any non-complying batch is to be removed from Site.
PIL1.T1840.9 TIME REQUIRED FOR TESTING

1. Allow time for the availability of test results as per CON3.T540;
2. Do not use the mechanical couplers until the relevant test specimens have passed
all tests.

PILING AND FOOTING PIL1 > APPENDICES
_____________________________________________________________________________________________
APPENDICES
PIL1.APPEND2.9 CALCULATION OF NUMBER OF FURTHER INSPECTIONS/TESTS
APPENDIX PIL1/II - CALCULATION OF NUMBER OF FURTHER
INSPECTIONS/TESTS
Typical Examples for Illustrative Purposes Only

1. Loading test shows 2 piles failed to meet the requirements of the Contract.
2. The Contractor when required, at his own expense, is to carry out further tests in accordance with the
formula of:
n 2

 2n  3
= 2² - 2 x 2 + 3
= 3 further tests
3. If one of the above 3 further tests fails, the CM may order further tests to be carried out at the
contractor's expense by re-applying the formula and taking into account the total number of failed
piles. Altogether and based on the formula, the number of total retesting required:
= 3² - 2 x 3 + 3
=6
As 3 tests have been carried out the Contractor therefore when ordered by the CM is to carry out:
6 - 3 = 3 further tests
4. If the next 3 further tests show further failed piles, the formula will be re-applied as before until all
the tests are successful.

_____________________________________________________________________________________________
PIL1.APPEND3.9 PILE DRIVING RECORD (PRECAST CONCRETE, PREFABRICATED

STEEL AND DRIVEN CAST-IN-PLACE PILES)
APPENDIX PIL1/III - PILE DRIVING RECORD
(PRECAST CONCRETE, PREFABRICATED STEEL AND
DRIVEN CAST-IN-PLACE PILES)
(Sheet 1 of 2)
Contract No: ............................................................ Title: ........................................................................

Contractor: ......................................................................................................................................................
Pile Data
Ref. No: ................................................................... Location: .................................................................
Type: .......................................... Size: ............................................ Rake: ..........................................
For precast concrete and steel piles; Preformed length: ................................................................................
For precast concrete piles; Date of casting: ...................................................................................................
Drive System Data

Hammer: type: ................ mass: ................ kg drop (at set): ................ mm rated energy .................. kJ
Helmet, dolly and anvil: type: ................................................... mass: ................................................... kg
Packing: type: ................................. condition: ................................. thickness: .................................. mm
Levels
Commencing ground/sea bed* level (PD/CD)*: ...........................................................................................
Depth of overburden/height of working platform above sea bed level: .......................................................
Reference working level/platform level*: .............................................................. (*delete as appropriate)
Date Drop Depth No. of Cumula- Indicate here length of Remarks (State
& (m) Penetrated blows tive No. individual segments, details of obstruction,
Time (m) per m of blows location of splices and delays interruptions
+ testing carried out and location of
concrete samples)++
+ per 0.25 m for top 3.0 m of pile

++ for cast-in-place pile

_____________________________________________________________________________________________
APPENDIX PIL1/III - PILE DRIVING RECORD

(PRECAST CONCRETE, PREFABRICATED STEEL AND
DRIVEN CAST-IN-PLACE PILES)
(Sheet 2 of 2)
Temporary Compression Record:

(on graph paper graduated in millimetres to be pasted in space below)
Final penetration depth: ................................... mm Top of pile level: .....................................................

Temporary compression: ................................. mm Cut off level: ...........................................................
Final set: ................................... mm/last 10 blows Pile head level: ........................................................
or: ................................... blows/25 mm Final toe level: .........................................................
Deviation from plumb or rake 1 in .......................... Deviation at cut-off level: x - x ....................... mm
y - y ...................... mm
For driven cast-in-place piles:

Length of temporary Length of permanent Length of cage
casing: ......................... m casing: ......................... m reinf: ......................... m
Concrete grade: ....................................................... Date of concreting: ..................................................
Theoretical vol. of concrete required: ............... m³ Actual vol. of concrete placed: ......................... m³
Reported by: Witnessed by:

.................................. .....................................................
Contractor's Rep. COW/IOW/Engineer/Architect
Date: .................................. Date: .....................................................

_____________________________________________________________________________________________
PIL1.APPEND4.9 PILE DRIVING RECORD (BORED CAST-IN-PLACE PILES)

APPENDIX PIL1/IV - PILE DRIVING RECORD
(BORED CAST-IN-PLACE PILES)
(Sheet 1 of 2)
Contractor No: ........................................................ Title: ........................................................................

Contractor: .....................................................................................................................................................
Pile Data:
Ref. No: ................................................................... Location: .................................................................
Type: ............... Diameter: ............... mm Design Length: ............... mm Rake 1 in: ...............
Bore Hole Record:

Commencing ground/sea bed* level (PD/CD*): ...........................................................................................
Depth of overburden/height of walking platform above sea bed level: ................................................... m
Casing/drilling fluid* type: ............................................................................................................................
Reference working level/platform level*: ............................................................. (*delete as appropriate)
Date & Depth Details of strata Details of soil testing, Remarks (State details of
Time penetrated penetrated/ground proving of bedrock obstruction, delays
water level and under-ream interruptions, and location
of concrete samples)
Deviation from plumb or rake 1 in .......................... Deviation at cut-off level: x - x ....................... mm

y - y ....................... mm
Length of temporary casing: .............................. m Length of permanent casing: .............................. m

_____________________________________________________________________________________________
APPENDIX PIL1/IV - PILE DRIVING RECORD

(BORED CAST-IN-PLACE PILES)
(Sheet 2 of 2)
Bore hole condition prior concreting:

Bottom visible/invisible* Measured depth of bore: .................................... m
Depth of water/drilling fluid*: ........................... m
Damage and debris observations: ..................................................................................................................
Concrete Record:
Concreting in dry/ by tremie* Water inflow rate: ................................... litre/sec
Concrete grade: ....................................................... Slump: .....................................................................
Actual concreted level: ........................................... Cut-off level: ...........................................................
Lt
Overall ...........................% (*delete as appropriate)
La
Length of cage reinforcement: ........................... m
Date & Delivery Quantity Theoreti- Actual Lt % Cumulative Remarks

Time Note No./ (m³) cal length length La length (Interruptions in
Truck filled Lt placed placed (m) placing, cause of
load No. (m) La excessive ± Lt %
(m) La
Location of concrete
cubes. Ref No. of
cubes taken etc.)

.................................. .....................................................
Date: .................................. Date: .....................................................

_____________________________________________________________________________________________
PIL1.APPEND5.9 PILE LOAD TEST RECORD

APPENDIX PIL1/V - PILE LOAD TEST RECORD
(Sheet 1 of 2)
Contract no: .......................................................... Title: .......................................................................

Contractor: .....................................................................................................................................................
Pile Data:
Ref No: .....................................................…............ Location: .................................................................
Type: ....................................................................... Size: .........................................................................
Pile dia*/diagonal width (D): ................................. Gross pile length (Lp): ...................................
Sectional area (A): .................................................. Young's modulus (E): ............................................
Testing Data:
Safe load carrying capacity (P): .................................................................…................................................
Pressure gauge No: ...................... Calibration Cert. Ref: ......................... Date: ...................…....
Load cell No.: ………………….. Calibration Cert. Ref: ......................... Date: ……………….
Dial gauge number 1 2 3 4

Serial number
Calibration
certificate reference
Date calibration
Level of fixed point on load reaction system: before testing: .......................................................

after testing: ..........................................................
ground settlement ……………………………….
Survey at pile head: before testing: .......................................................

after testing: ..........................................................
Date Pressure Load Dial Gauge Readings Cumulative

Load
and Gauge Cell Settlement Witnessed by
(kN) Dial 1 Dial 2 Dial 3 Dial 4 Average
Time Readings readings (mm)

_____________________________________________________________________________________________
APPENDIX PIL1/V - PILE LOAD TEST RECORD

(Sheet 2 of 2)
Load in kN
0 1000 2000 3000 4000 5000 6000
5-
10 -
15 -
20 -
25 -
30 -
35 -
40 -
2 PLp D
Maximum pile head settlement (mm): allowable   4  ............. Actual = .....................
AE 120
D
Residual settlement (mm): allowable = The greater of (  4) or 25% maximum pile head
120
settlement during the test =............................ Actual = ......................
.................................. .....................................................
Date: .................................. Date: ....................................................

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HONG KONG HOUSING AUTHORITY

SPECIFICATION LIBRARY 2022 (BATCH 1) EDITION

Foundation Works Specification

PIL PILING AND FOOTING

Specification Library 2022 Edition (Batch 1) PIL /1

PIL1 PILING AND FOOTING ......................................................................... 12

Specification Library 2022 Edition (Batch 1) PIL /2

PIL1.G515.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR

INFORMATION TO BE SUPPLIED WITH TENDER ............................................................... 27

PIL1.D820.9 SUBMISSIONS (CONSTRUCTION OF PILE CAP IS NOT PART

Specification Library 2022 Edition (Batch 1) PIL /6

PIL1.W740.9 CHANGE IN SUB-SOIL CONDITIONS FOR ENGINEER'S DESIGN

PIL1.W1220.9 USE OF ADMIXTURES .................................................................................. 59

Specification Library 2022 Edition (Batch 1) PIL /8

PIL1.W1870.9 PILE SHOES..................................................................................................... 65

PIL1.T240.9 PROVING BEDROCK DURING INSTALLATION OF TYPES 5

Specification Library 2022 Edition (Batch 1) PIL /10

CONCRETE CORE TESTING (FULL-LENGTH CONCRETE CORE) FOR TYPE 1C

PIL1 PILING AND FOOTING

PIL1.G020.9 CODE OF PRACTICE FOR FOUNDATIONS 2017

PIL1.G220.9 PILE CAPS AND FOOTINGS

PIL1.G230.9 STATUS OF THE SPECIFICATION

Specification Library 2022 Edition (Batch 1) PIL /12

PIL1.G240.9 OTHER WORKSECTIONS

PIL1.G250.9 CONTRACTOR'S DESIGN FOR CONTRACTOR'S DESIGN PILING

PIL1.G320.9 TYPE 1 PILES

PIL1.G330.9 TYPE 2 PILES

PIL1.G340.9 TYPE 3 PILES

PIL1.G350.9 TYPE 4 PILES FOR ENGINEER'S DESIGN PILING CONTRACT /

PIL1.G355.9 TYPE 4 PILES FOR CONTRACTOR'S DESIGN PILING CONTRACT /

PIL1.G360.9 TYPE 5 PILES FOR ENGINEER'S DESIGN PILING CONTRACT /

PIL1.G365.9 TYPE 5 PILES FOR CONTRACTOR'S DESIGN PILING CONTRACT /

PIL1.G370.9 TYPE 6 PILES FOR ENGINEER'S DESIGN PILING CONTRACT /

PIL1.G372.9 TYPE 6 PILES FOR CONTRACTOR'S DESIGN PILING CONTRACT /

PIL1.G375.9 TYPE 7 PILES

PIL1.G380.9 ALTERNATIVE TYPES OF PILE - FOR CONTRACTOR'S DESIGN

Specification Library 2022 Edition (Batch 1) PIL /14

PIL1.G420.9 EXISTING BOREHOLE INFORMATION

PIL1.G430.9 CONTRACTOR'S RESPONSIBILITY

PIL1.G440.9 ADDITIONAL INVESTIGATIONS

PIL1.G450.9 DEFINITION OF "BEDROCK"

Specification Library 2022 Edition (Batch 1) PIL /15

PIL1.G460.9 WORKS REQUIRED TO BE CARRIED OUT BY A RSC(GIFW) UNDER

PIL1.G470.9 BACKFILLING OF DRILLHOLES

APPROVED CONTRACTORS AND

PIL1.G512.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR

PIL1.G515.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR ENGINEER'S

Specification Library 2022 Edition (Batch 1) PIL /17

3. In the event that the Piling Sub-contractor employ a Piling Sub-sub-contractor to

PIL1.G517.9 APPROVED CONTRACTORS FOR PILING WORKS - FOR

PIL1.G520.9 SUB-CONTRACTOR FOR CONSTRUCTION OF FOOTING - FOR

2. In this specification, construction of footing shall mean construction of spread

PIL1.G530.9 DEFINITION OF "PILING SUBCONTRACTOR" FOR ENGINEER'S

PIL1.G535.9 DEFINITION OF "PILING SUBCONTRACTOR" FOR CONTRACTOR'S

PIL1.G540.9 DEFINITION OF "PILING SUB-SUBCONTRACTOR" FOR ENGINEER'S

PIL1.G545.9 DEFINITION OF "PILING SUB-SUBCONTRACTOR" FOR

Specification Library 2022 Edition (Batch 1) PIL /19

PIL1.G550.9 RESTRICTION ON PILING SUBCONTRACT

PIL1.G560.9 RESTRICTION ON PILING SUB-SUBCONTRACT - FOR COMBINED