Pile Design and Construction Practice, Fifth edition

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Figure 3.4 Liebherr LRH 400 48 m long swinging leader on HS 885 HD crane (courtesy Liebherr Great Britain Ltd). Figure 3.5 US style 26 inch swinging leader supporting a Dawson HPH2400 hammer driving a 305 mm H-pile on 2:3 rake (courtesy Dawson Construction Plant Ltd).
78 Piling equipment and methods Occasionally, it may be advantageous to use leaders independent of any base machine. Thus if only two or three piles are to be driven, say as test piles before the main contract, the leaders can be guyed to ground anchors and operated in conjunction with a separate petrol or diesel winch. Guyed leaders are slow to erect and move, and they are thus not used where many piles are to be driven, except perhaps in the confines of a narrow trench bottom where a normal rig could not operate. 3.1.3 Trestle guides Another method of supporting a pile during driving is to use guides in the form of a moveable trestle. The pile is held at two points, known as ‘gates’, and the trestle is designed to be moved from one pile or pile-group position to the next by crane (Figure 3.6). The hammer is supported only by the pile and is held in alignment with it by leg guides on the hammer extending over the upper part of the pile shaft. Because of flexure of the pile during driving Rollers Pile Rollers Rollers U.B bed frame Lifting point Figure 3.6 Trestle guides for tubular raking pile. Two channels Tubular raking struts Tubular raking stays Lifting points
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Pile Design and Construction Practi
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Pile Design and Construction Practi
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Contents Preface to fifth edition i
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7.3 Designing piles to resist drivi
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Preface to fifth edition Piling rig
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Preface to fifth edition xi Pearson
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Chapter 1 General principles and pr
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(a) Backfill Bulb of pressure Appli
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are allowed to be used by Eurocode
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application of different load facto
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Load transfer The contractor’s gu
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(7) Jacked-down steel tube with clo
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Types of pile 13 needed to avoid cr
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(a) (b) Precast concrete Head of ti
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Table 2.2 Modification factor K 2 b
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4d d 10 mm M.S. plate sleeve tarred
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Table 2.3 Working loads and maximum
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Cement content �300 kg/m3 �325
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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
Page 68 and 69: Types of pile 53 all cast-in-place
Page 70 and 71: Figure 2.28 The TaperTube pile.
Page 72 and 73: (a) (b) Figure 2.29 (a) The ScrewSo
Page 74 and 75: Types of pile 59 The simplest form
Page 76 and 77: Types of pile 61 Transverse reinfor
Page 78 and 79: Types of pile 63 completion the res
Page 80 and 81: Types of pile 65 permanently in the
Page 82 and 83: Types of pile 67 (3) Construction o
Page 84 and 85: 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
Page 90 and 91: Maximum height 26.32 m Usable leade
Page 94 and 95: Piling equipment and methods 79 the
Page 96 and 97: Piling frame Single-acting hammer S
Page 98 and 99: Guides for engaging leaders Steam o
Page 100 and 101: Table 3.1 Characteristics of some s
Page 102 and 103: Table 3.2 Characteristics of some h
Page 104 and 105: Piling equipment and methods 89 Tab
Page 106 and 107: Table 3.4 Characteristics of some d
Page 108 and 109: Figure 3.16 Driving a pile casing w
Page 110 and 111: Table 3.5 Continued Piling equipmen
Page 112 and 113: Soil resistance to driving (MN) 25
Page 114 and 115: Figure 3.19 Noise-abatement tower u
Page 116 and 117: Dolly M.S. plate Plastics Hardwood
Page 118 and 119: Standard elbow bend Detachable scre
Page 120 and 121: Figure 3.24 Discharging concrete in
Page 122 and 123: Piling equipment and methods 107 Fi
Page 126 and 127: Table 3.6 Continued Piling equipmen
Page 128 and 129: Figure 3.30 Top-hinged under-reamin
Page 132 and 133: Rotary table Hydraulic motor Water
Page 136 and 137: Piling equipment and methods 121 sl
Page 138 and 139: Pile head Pile base 2 holes ∅ 4 m
Page 140 and 141: Piling equipment and methods 125 Ca
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Piling equipment and methods 127 sm
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Piling equipment and methods 129 Fi
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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
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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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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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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
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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
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Table 6.4 Partial resistance factor
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and adjustment, starting with a ver
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Coefficient of subgrade modulus var
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where e is the height from the grou
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and Thus from Figure 6.24 deflectio
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(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 =
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Methods of drawing sets of p-y curv
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Calculations to determine the ultim
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(a) (b) Pressure Soil reaction p Ps
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Z�x/R 0 1.0 2.0 3.0 4.0 5.0 M(z)
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(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
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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
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Damp-proof course Cranked vent Grou
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(a) (b) Deck of wharf Fender Rubber
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(a) (b) y y e z f A The bending mom
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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
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In SI units, equation 8.8 becomes f
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The natural frequency of the member
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The empirical equation of Korzhavin
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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
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8.21 GERWICK, B. C. Construction of
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Soil resistance p in kN per m of de
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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
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9.2 Piling for underpinning Miscell
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Miscellaneous piling problems 439 B
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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
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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
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p m/c u 10.5 2p 0 and the mean hori
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Bridge abutment support piles Emban
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Figure 9.23 Drilling equipment for
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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
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The ground temperature around the p
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9.40 URANOWSKI, D. D., DODDS, S., a
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The durability of piled foundations
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and European Standards as shown in
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martesia with some teredo, and at C
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economics, taking into account the
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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
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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
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546 Name index Schaaf, S. A. 424 Sc
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548 Subject index contiguous piles
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550 Subject index Pali Radice piles
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