Pile Design and Construction Practice, Fifth edition

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Piling equipment and methods 109 Figure 3.27 ‘Flydrill 5500’ with bucket auger removing spoil from 4.75 m dia monopiles at the Barrow offshore wind farm site (courtesy Bauer Maschinen GmbH). rig provides 30 kNm torque through the top drive for boring and 339 kNm torque on the lower rotary table for simultaneous casing up to 1000 mm diameter. The Liebherr pile driving rigs (see Section 3.1.1) have the option of running double rotary top drive or kelly tools for bored and CFA piles. In-cab electronic instrumentation and read-out to control positioning and drilling parameters is standard on most rigs.
Table 3.6 Some hydraulic self-erecting crawler boring rigs Maker Type Standard Main Maximum Typical Maximum stroke winch diameter maximum torque (m) capacity (mm) depth (kNm) (kN) a (m) Bauer BG 15H 12 110 1500 40 151 (Germany) BG 18H 14 140 1500 45 176 BG 20H 15 170 1500 53 200 BG 24 15.7 200 2000 57 233 BG 24H 15.4 200 1700 54 233 BG 28 19.3 250 2100 71 275 BG 28H 18.4 250 1900 71 275 BG 36 18.7 250 2500 68 367 BG 40 19.7 300 3000 80 390 BG 48 8.8 600 3000 100 482 Casagrande B80 3.5 105 1300 38 100 (Italy) B80 as CFA 11.15 105 600 16 100 B125 3.8/11b 135 1500 50 112 B125 as CFA 14.23 135 800 20 112 B180HD 6/13.7b 200 1800 68 180 B180HD as CFA 17.13 200 1000 22.7 180 B250 6/12.5b 220 2000 68 217 B250 as CFA 19.75 220 1200 23.7 217 B300 6/12.5b 250 2000 68 250 C600HD.H40 as CFA 21.25 280 1200 28.5 358 C600HD HT H40 14b 280 2200 87 358 C800 H50 14 280 2200 87 546 C800 as CFA 28 280 1600 34 358 C800DH 28/19.1 280 900 25/18.5 358/421 C6c /M6A-1c 4 13.5 C8c 8 17.9 C14c 12 55 CFA 425 19.4 135 900 25 112 CFA 26 21.5 150 1200 27 137 Delmag RH10 9.5 160 1450 15 100 (Germany) RH12 12 200 1450 18 120 RH14 12.5 200 1580 23 144 RH20 14.2 300 1830 30 206 RH26 15 420 1960 36 265 RH32 15 420 1960 36 320 Foremost DR 24 7.9 380 610 13/282 Dual Industries DR 40 8.4 380 1016 30/339 Dual (Canada) DR 610C 13.4 181 610 28/282 Dual Soilmec R 210 9 103 1200 40 100 (Italy) R 312/200 10.5 133 1500 48 130 R 416 11.4 150 1500 55 161 R 516 HD 11.5 170 2000 61 180 R 620 14.5 192 1800 66 201 R 625 15.2 240 2500 77 240 R 725 16.3 240 2000 77 240 R 825 240 2500 77 240 R 930 290 3000 77 305
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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
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(a) (b) (c) (d) Cast iron or cast s
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Sheathing Bottom boards Figure 2.9
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Misplaced bearers Lifting holes Cra
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Section Bayonet plug Plan Locking p
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Existing foundation Precast pile ca
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Types of pile 37 Where very long le
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Types of pile 39 rotate during driv
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Types of pile 41 Because of their r
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(a) (b) Types of pile 43 Figure 2.2
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(a) (b) Welds Welds Types of pile 4
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(a) M.S. plate shoe Welds (b) 2.2.6
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Types of pile 49 brittle fracture r
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(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
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 92 and 93: Figure 3.4 Liebherr LRH 400 48 m lo
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
Page 142 and 143: Piling equipment and methods 127 sm
Page 146 and 147: Piling equipment and methods 131 Th
Page 148 and 149: Piling equipment and methods 133 th
Page 150 and 151: Piling equipment and methods 135 Pi
Page 152 and 153: Piling equipment and methods 137 ve
Page 154 and 155: Chapter 4 Calculating the resistanc
Page 156 and 157: O C Settlement A Reloading Load B U
Page 158 and 159: Resistance of piles to compressive
Page 160 and 161: for spread foundations in various c
Page 162 and 163: Resistance of piles to compressive
Page 164 and 165: structural actions and A2 to geotec
Page 166 and 167: Geometrical data are concerned with
Page 168 and 169: Figure 4.3 Failure surfaces for com
Page 170 and 171: Depth below ground level in m 5.6 1
Page 172 and 173: (a) (b) Peak adhesion factor a p Le
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orehole or test profile over the pe
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Resistance of piles to compressive
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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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