Pile Design and Construction Practice, Fifth edition

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Preface to fifth edition Piling rigs are a commonplace feature on building sites in cities and towns today. The continuing introduction of new, more powerful, and self-erecting machines for installing piled foundations has transformed the economics of this form of construction in ground conditions where, in the past, first consideration would have been given to conventional spread or raft foundations, with piling being adopted only as a last resort in difficult ground. The increased adoption of piling is not only due to the availability of more efficient mechanical equipment. Developments in analytical methods of calculating bearing capacity and dynamic methods for load and integrity testing have resulted in greater assurance of sound long-term performance. Further economies in foundation and superstructure design are now possible because of the increased ability to predict movements of piles under load, thus allowing engineers to adopt with confidence the concept of redistribution of load between piles with consequent savings in overall pile lengths and cross-sectional dimensions, as described in this new edition. Since the publication of the fourth edition of this book, Eurocode 7, Geotechnical Design, has been issued. As the name implies this code does not deal with all aspects of foundation design; there are extensive cross-references to other Eurocodes dealing with such matters as the general basis of design and the properties of constructional materials. The Code does not cover foundation design and particularly construction as comprehensively as the present British Standard 8004 Foundations, and the British National Annex to Eurocode 7 is yet to be published. The authors have endeavoured to co-ordinate the principles of both codes in this new book. The authors are grateful to Professor Richard Jardine and his colleagues at Imperial College and Thomas Telford Limited for permission to quote from their book on the ICP method of designing piles driven into clays and sands based on extensive laboratory research and practical field testing of instrumented piles. Their work represents a considerable advance on previous design methods. The authors also gratefully acknowledge the help of Mr Ian Higginbottom in checking the proofs and Mr Tony Bracegirdle of the Geotechnical Consulting Group for his helpful comments on the application of Eurocode 7 to the design of piles and pile groups. Many specialist piling companies and manufacturers of piling equipment have kindly supplied technical information and illustrations of their processes and products. Where appropriate the source of this information is given in the text.
x Preface to fifth edition In addition, the authors wish to thank the following for the supply of and permission to use photographs and illustrations from technical publications and brochures. Abbey Pynford Foundation Systems Limited Figure 2.15 ABI GmbH Figures 3.1 and 3.2 American Society of Civil Engineers Figures 4.6, 4.11, 4.12, 4.29, 4.39, 5.17, 5.30 and 6.29 Austrian Member Society, SMGE Figure 6.20 Bachy-Soletanche Figure 2.29a and b Ballast Nedam Groep N.V. Figures 9.22 and 9.23 Bauer Maschinen GmbH Figure 3.27 The British Petroleum Company Limited Figure 8.15 BSP International Foundations Limited Figures 3.12 and 3.14 Building Research Establishment Figure 10.2a and b Canadian Geotechnical Journal Figures 4.34, 4.36, 4.37, 5.20, 5.38 and 6.9 A. Carter Figure 9.24 Cement and Concrete Association Figure 7.13 Cementation Foundations Skanska Limited Figures 3.30, 3.33, 9.31 and 11.5 Central Electricity Generating Board Figure 2.18 CIRIA/Butterworth Figures 4.11 and 5.28 Comité Français SMGE Figure 6.30 Construction Industry Research and Figure 4.8 Information Association (CIRIA) Danish Geotechnical Institute Figures 5.6–5.10, 6.21 and 6.22 Dar-al-Handasah Consultants Figure 9.14 Dawson Construction Plant Limited Figure 3.5 Department of the Environment Figure 10.1 DFP Foundation Products Figure 2.28 Fondedile Foundations Limited Figure 9.5 Frank’s Casing Crew and Rental Inc Figure 2.17 Fugro Limited Figure 5.24 GeoDelft Figure 5.23 The Geological Society Figure 8.9 U G de Gijt Figure 4.20 International Construction Equipment Figure 3.3 International Society for Soil Mechanics Figures 3.38, 5.24, 5.25, 6.18, and Foundation Engineering 6.30 and 9.20 Institution of Civil Engineers / Thomas Figures 4.28, 5.26, 5.27, 5.33, Telford Limited 5.34, 5.35, 5.41, 5.42, 9.21, 9.24, 9.26 and 9.27 Land and Water, Den Haag Figure 4.20 Liebherr Great Britain Limited Figure 3.4 Menck GmbH Figure 3.12 National Coal Board Figures 2.18, 4.26 and 8.2 Numa Hammers Figure 3.32 Offshore Technology Conference Figures 4.16, 5.29 and 8.17
Page 2 and 3: Pile Design and Construction Practi
Page 4 and 5: Pile Design and Construction Practi
Page 6 and 7: Contents Preface to fifth edition i
Page 8 and 9: 7.3 Designing piles to resist drivi
Page 12: Preface to fifth edition xi Pearson
Page 16 and 17: Chapter 1 General principles and pr
Page 18 and 19: (a) Backfill Bulb of pressure Appli
Page 20 and 21: are allowed to be used by Eurocode
Page 22 and 23: application of different load facto
Page 24 and 25: Load transfer The contractor’s gu
Page 26 and 27: (7) Jacked-down steel tube with clo
Page 28 and 29: Types of pile 13 needed to avoid cr
Page 30 and 31: (a) (b) Precast concrete Head of ti
Page 32 and 33: Table 2.2 Modification factor K 2 b
Page 34 and 35: 4d d 10 mm M.S. plate sleeve tarred
Page 36 and 37: Table 2.3 Working loads and maximum
Page 38 and 39: Cement content �300 kg/m3 �325
Page 40 and 41: Types of pile 25 Table 2.5 BS 8004
Page 42 and 43: (a) (b) (c) (d) Cast iron or cast s
Page 44 and 45: Sheathing Bottom boards Figure 2.9
Page 46 and 47: Misplaced bearers Lifting holes Cra
Page 48 and 49: Section Bayonet plug Plan Locking p
Page 50 and 51: Existing foundation Precast pile ca
Page 52 and 53: Types of pile 37 Where very long le
Page 54 and 55: Types of pile 39 rotate during driv
Page 56 and 57: Types of pile 41 Because of their r
Page 58 and 59: (a) (b) Types of pile 43 Figure 2.2
Page 60 and 61:
(a) (b) Welds Welds Types of pile 4
Page 62 and 63:
(a) M.S. plate shoe Welds (b) 2.2.6
Page 64 and 65:
Types of pile 49 brittle fracture r
Page 66 and 67:
(a) (b) (c) Hammer Driving tube Con
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Types of pile 53 all cast-in-place
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Figure 2.28 The TaperTube pile.
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(a) (b) Figure 2.29 (a) The ScrewSo
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Types of pile 59 The simplest form
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Types of pile 61 Transverse reinfor
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Types of pile 63 completion the res
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Types of pile 65 permanently in the
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Types of pile 67 (3) Construction o
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Types of pile 69 can withstand fair
Page 86 and 87:
Chapter 3 Piling equipment and meth
Page 88 and 89:
Piling equipment and methods 73 A r
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Maximum height 26.32 m Usable leade
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Figure 3.4 Liebherr LRH 400 48 m lo
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Piling equipment and methods 79 the
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Piling frame Single-acting hammer S
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Guides for engaging leaders Steam o
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Table 3.1 Characteristics of some s
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Table 3.2 Characteristics of some h
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Piling equipment and methods 89 Tab
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Table 3.4 Characteristics of some d
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Figure 3.16 Driving a pile casing w
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Table 3.5 Continued Piling equipmen
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Soil resistance to driving (MN) 25
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Figure 3.19 Noise-abatement tower u
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Dolly M.S. plate Plastics Hardwood
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Standard elbow bend Detachable scre
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Figure 3.24 Discharging concrete in
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Piling equipment and methods 107 Fi
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Table 3.6 Continued Piling equipmen
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Figure 3.30 Top-hinged under-reamin
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Rotary table Hydraulic motor Water
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Piling equipment and methods 121 sl
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Pile head Pile base 2 holes ∅ 4 m
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Piling equipment and methods 125 Ca
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Piling equipment and methods 127 sm
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Page 146 and 147:
Piling equipment and methods 131 Th
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Piling equipment and methods 133 th
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Piling equipment and methods 135 Pi
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Piling equipment and methods 137 ve
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Chapter 4 Calculating the resistanc
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O C Settlement A Reloading Load B U
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Resistance of piles to compressive
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for spread foundations in various c
Page 162 and 163:
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structural actions and A2 to geotec
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Geometrical data are concerned with
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Figure 4.3 Failure surfaces for com
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Depth below ground level in m 5.6 1
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(a) (b) Peak adhesion factor a p Le
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orehole or test profile over the pe
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Page 178 and 179:
Effective length Shaft friction not
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4.3 Piles in coarse-grained soils 4
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Depth below ground surface (m) Resi
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Depth of penetration (m) 0 0 5 10 1
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using standard penetration tests or
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� � Resistance of piles to comp
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Safety factors generally used in th
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Depth to NAP datum (m) Cone resista
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The conditions at the interface can
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The shear modulus G in equation 4.3
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2.0 OD tubular steel pile with clos
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where Resistance of piles to compre
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eached the point of ultimate resist
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(4) Obtain the safe end-bearing loa
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Vertical force, t t-z curve Vertica
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where the bearing capacity factor:
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and RQD of the rock as shown in Tab
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Depth below ground level (m) 0 5 10
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settlement of the pile are summariz
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Rock socket reduction factor a 1.0
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Table 4.17 � and � values of we
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Influence factor, l p 2.0 1.6 1.2 0
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(a) (b) No load on pile head Residu
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a closed end into a deep deposit of
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Average shearing strength along pil
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It is assumed that the shear streng
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Depth below ground level (m) Figure
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Figure 4.45 Depth below ground leve
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Depth of h(m) Segment (m bql) � h
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For a wall thickness of 19 mm in mi
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Page 256 and 257:
Pile groups under compressive loadi
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24.0 m 16.0 m The comparative group
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where c � cohesion intercept of s
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Inclination factor, i c Inclination
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z/B 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7
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Compressive stress 1.5 q n q n B A
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E u/c u 3000 2500 2000 1500 1000 50
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0 0 1 2 3 4 H/B 5 6 7 8 9 0 1 2 3 4
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D LB LB D 0.50 0 0.1 0.2 0.3 0.4 0.
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Initial tangent constrained modulus
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factor N for which Schmertmann sugg
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0 0 2 4 H/B 6 8 10 Influence factor
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Overall loading 100 kN/m2 (a) (b) (
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(a) (b) (c) (d) Pile groups under c
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Depth below ground level in m 5 10
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For the arrangement of the piles sh
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Soft clay Sand B/2 5 11.2 m Figure
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Unit negative skin friction at top
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Chapter 6 The design of piled found
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(a) Tie rod Wholly compression Whol
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esistance of cylindrical augered fo
Page 326 and 327:
in the ground is assumed to be equa
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Section 3.3.1. Enlargements cannot
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Piles to resist uplift and lateral
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Spacer Top of hard rock Drilling pi
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where m is the modular ratio of ste
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Table 6.3 Examples of bond stress b
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Top of rock 30˚ 30˚ Figure 6.15 F
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(b) P/n & �Vm Vc 2.0 1.8 1.6 1.4
Page 342 and 343:
Table 6.4 Partial resistance factor
Page 344 and 345:
and adjustment, starting with a ver
Page 346 and 347:
Coefficient of subgrade modulus var
Page 348 and 349:
where e is the height from the grou
Page 350 and 351:
and Thus from Figure 6.24 deflectio
Page 352 and 353:
(a) Deflection coefficient Ay (c) D
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(a) (b) (c) Depth coefficient Z 0 1
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Horizontal load H; Bending moment =
Page 358 and 359:
Methods of drawing sets of p-y curv
Page 360 and 361:
Calculations to determine the ultim
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(a) (b) Pressure Soil reaction p Ps
Page 364 and 365:
Z�x/R 0 1.0 2.0 3.0 4.0 5.0 M(z)
Page 366 and 367:
(a) yroGc H0 Ep Gc 1/7 (b) 0 0 0.1
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(a) determining the compressive and
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A X Z B R A Resultant R R B Y C D R
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6.8 FREEMAN, C. F., KLAJNERMAN, D.,
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Thus the load to be carried by anch
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If high-tensile steel (which has a
Page 378 and 379:
sustained horizontal load which can
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Calculating the allowable horizonta
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Pile cap (Weight�2475 kN) F E D C
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The resultant of the vertical and h
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The Brinch Hansen bearing capacity
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Modulus of elasticity of pile � 2
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Chapter 7 Some aspects of the struc
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(a) (b) (c) Lifting rope Lifting po
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7.3 Designing piles to resist drivi
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Structural design of piles and pile
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should not arise if the piles are d
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(a) (b) (c) M.S.plate cover M.S.cap
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45˚ Structural design of piles and
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X Column Y9 Y9 Y Critical section f
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7.9 The design of pile capping beam
Page 410 and 411:
Damp-proof course Cranked vent Grou
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Page 414 and 415:
(a) (b) Deck of wharf Fender Rubber
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(a) (b) y y e z f A The bending mom
Page 418 and 419:
Piling for marine structures 403 th
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Pipe trunkways Hose handling platfo
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Piling for marine structures 407 8.
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Piling for marine structures 409 sh
Page 426 and 427:
In SI units, equation 8.8 becomes f
Page 428 and 429:
The natural frequency of the member
Page 430 and 431:
The empirical equation of Korzhavin
Page 432 and 433:
Piling for marine structures 417 re
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Table 8.3 Minimum safety factors fo
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Piling for marine structures 421 th
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Piling for marine structures 423 sh
Page 440 and 441:
8.21 GERWICK, B. C. Construction of
Page 442 and 443:
Soil resistance p in kN per m of de
Page 444 and 445:
From Figures 6.29a and b the comput
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giving 9.7y � 0.26, y � 0.26
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From �7.5 to �3.0 m: no increas
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Miscellaneous piling problems 435 W
Page 452 and 453:
9.2 Piling for underpinning Miscell
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Miscellaneous piling problems 439 B
Page 456 and 457:
Miscellaneous piling problems 441 T
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Miscellaneous piling problems 443 p
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Longitudinal reinforcement is provi
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Light-gauge steel lining tubes Stow
Page 464 and 465:
When inspecting the geological cond
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Miscellaneous piling problems 451 f
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natural ‘freeze-back’ around th
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Miscellaneous piling problems 455 b
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Miscellaneous piling problems 457 w
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Drainage layer 8.0 m 6.0 m Fill 1.0
Page 476 and 477:
p m/c u 10.5 2p 0 and the mean hori
Page 478 and 479:
Bridge abutment support piles Emban
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Figure 9.23 Drilling equipment for
Page 482 and 483:
Max. water level +16 m Min. water l
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2-4 m marine clay dredged out MHW R
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Miscellaneous piling problems 471 o
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Miscellaneous piling problems 473 c
Page 490 and 491:
The ground temperature around the p
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9.40 URANOWSKI, D. D., DODDS, S., a
Page 494 and 495:
The durability of piled foundations
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and European Standards as shown in
Page 498 and 499:
Page 500 and 501:
martesia with some teredo, and at C
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Page 506 and 507:
Page 508 and 509:
Page 510 and 511:
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economics, taking into account the
Page 514 and 515:
Depth of borehole 1.5 B 1 in 4 B Gr
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Ground investigations, contracts an
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(a) DCP n (blows/100 mm) 40 35 30 2
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Table 11.2 Daily pile record for dr
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Paper fixed to pile by adhesive tap
Page 534 and 535:
Page 536 and 537:
Page 538 and 539:
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Figure 11.10 Patented arrangement f
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following expressions: (11.1) Load
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(b) Settlement of pile head in mm S
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(a) Settlement � (mm) 0 0 4 8 Gro
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experience to give reasonably relia
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Appendix Properties of materials A.
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Subdivisions of Grades A to C chalk
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544 Name index Davis, E. H. 354 Dav
Page 561 and 562:
546 Name index Schaaf, S. A. 424 Sc
Page 563 and 564:
548 Subject index contiguous piles
Page 565 and 566:
550 Subject index Pali Radice piles
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