Pile Design and Construction Practice, Fifth edition

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Figure 3.16 Driving a pile casing with a PVE 200 m free hanging vibrator. Piling equipment and methods 93 very fast rate of penetration in favourable ground. It is claimed that a rate of driving averaging 18 m per minute may be achieved in loose to medium-dense granular soils. If the electric generator used to power the exciter motors is mounted in a well-designed acoustic chamber, the vibrators can be used in urban areas with far lower risk of complaints arising due to noise and shock-wave disturbance than when impact hammers are used. However, standard vibrators with constant eccentric moment have a critical frequency during starting and stopping as they change to and from the operating frequency, which may resonate with the natural frequency of nearby buildings. This can cause a short period of high amplitude vibrations which are quite alarming to the occupants. The development of high frequency (greater than 30 Hz), variable moment vibrators with automatic adjustment has virtually eliminated this start-up and shut-down ‘shaking zone’, reducing peak particle velocity to levels as low as 3 mm/s at 2 m (see Section 3.1.7). These are not as powerful as the standard units. Although there are limitations in respect of the soil types in which they can be used and notwithstanding the complexity of the machinery and its maintenance, the new range of resonant-free vibrators will generate greater driving force and displacement amplitude to overcome the toe resistance when driving longer and larger displacement piles (3.4) . Depth vibrators or ‘poker’ vibrators are used extensively for improving the bearing capacity and settlement characteristics of weak soils by vibro-compaction or vibro-replacement techniques. For vibro-compaction (or ‘flotation’) the vibrator is either flushed to the required depth using water jets or vibrated dry with air jets in partially saturated soil. As the poker is withdrawn the horizontal vibrations cause a compact cylinder of soil to be formed at depth as the soil particles are rearranged during densification, producing a depression at the surface which has to be filled with granular material during the process. In the vibro-displacement
Table 3.5 Characteristics of some pile-driving and extracting vibrators Maker Type Frequency Mass Minimum range (kg) power supply (Hz) (KVA) ABI (Germany) MRZV 400 45 1800 160 MRZV 500 46 1900 160 MRZV 600 44 2300 190 MRZV 800S 41 2750 290 MRZV 925S 38 3800 330 MRZV 600VS 44 1980 220 MRZV 800VS 41 2550 290 MRZV 925/16VS 38 2710 330 MRZV 925/18VS 36 2730 360 MRZV 1000/20VS 35 2750 400 American Piledriving Equipment 50 0–30 2630 194 (APE) (USA) 150 0–30 3084 261 200 0–28 6167 470 120V 6–33 2836 261 170V 6–38 2900 339 250V 6–33 4309 470 400B 6–23 7260 745 600B 6–23 10890 745 Bauer (Germany) MR60V 0–24 179 MR70V 0–24 209 MR90V 0–24 336 MR100V 0–24 370 Dawson Construction EMV70 50 410 12 Plant Ltda (UK) EMV300 40 625 52 EMV400 41 910 80 EMV525 42 1150 120 Dieseko PVE (Netherlands 23M 27 2300 234 and USA) 38M 28 3400 392 52M 28 4000 564 110M 22 7000 784 200M 23 19000 1130 1420 33 1210 194 2315 38 1880 234 2520 33 3050 290 2310VM 38 1450 290 2332VM 38 4300 397 2335VM 38 4400 784 50VM 33 4750 564 38VMRb 35 11500 20VMRb 35 6000 ICE – International Construction 416 27 2350 193 Equipment (USA and 3220 33 3850 278 Netherlands) 815C 26 3950 346 1412C 23 6400 470 250NF 24 6415 657 625 42 685 113 1223 38 1400 184
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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
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 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 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
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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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Pile Design and Construction Practice, Fifth edition

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