Pile Design and Construction Practice, Fifth edition

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(a) (b) No load on pile head Residual negative skin friction operating Peak negative skin friction Movement between pile and soil insufficient to mobilize peak value Compression of pile due to load W causes pile to move downwards relative to fill, thus reducing negative skin friction Original ground Profile of unit negative skin friction Residual value of negative friction operating Peak negative skin friction Rockhead W Resistance of piles to compressive loads 215 Negative skin friction eliminated by elastic compression of pile W Surface Fill or H compressible soil settling under own weight (c) Zero settlement of fill above rockhead Peak Residual 0.8H 0.IH 0.IH Profile for soils or fills which do not show reduction in negative skin friction for ‘long strain’ condition Figure 4.38 Distribution of negative skin friction on piles terminated on relatively incompressible stratum (a) No load on pile head (b) Compressive load on pile head (c) Design curve for loaded pile. Values of the negative skin friction factor allowing for reduction of the effective angle of friction with increasing depth to the residual value � r are shown in Figure 4.39. Taking the case of a pile bearing on a compressible stratum, where yielding of the pile toe occurs under the drag-down forces and the subsequently applied working load, the downward movement of the pile relative to the lower part of the fill may then be quite large, and such that negative skin friction is not developed over quite an appreciable proportion of the length of the shaft within the fill. Over the upper part of the shaft the fill moves downwards relative to the pile shaft to an extent such that the negative skin friction operates, whereas in the middle portion of the pile shaft the small relative movement between the fill and the pile may be insufficient to mobilize the peak skin friction as a drag-down force. The distribution for the unloaded pile is shown in Figure 4.40a. When the working load is applied to the head of the pile, elastic shortening of the pile occurs, but since the load is limited by the bearing characteristics of the soil at the pile toe the movement may not be large enough to eliminate the drag-down force. The distribution of negative friction is then shown in Figure 4.40b. The diagram in Figure 4.40c can be used for design purposes, with the peak value calculated as described in Section 4.3 for coarse soils and fill and by using equation 4.50 and Figure 4.39 for soft to firm clays. It may be seen from Figure 4.40a to c that at no time does the maximum skin friction operate as a drag-down force over the full length of the pile shaft. It is not suggested that these simplified profiles of distribution of negative skin friction represent the actual conditions in all cases where it occurs, since so much depends on the stage reached in the consolidation of the fill, and the compression of the natural soil beneath the fill. The time interval between the installation of the pile and the application of the working load is
(a) (b) (c) No load on pile Residual value of negative skin friction Peak value of negative skin friction Negative skin friction reducing Pile moves down relative to fill causing fill to act in support of pile Depth of penetration (m) 0 10 20 30 40 50 60 0 0.1 0.2 0.3 Pile compresses elastically relative to fill and negative skin friction is eliminated Residual value Peak value Reduces to zero Compressible bearing stratum Yielding of pile due to dragdown load Skin friction factor, b W 0.4 0.5 0.6 Figure 4.39 Negative skin friction factors for piles driven into soft to firm clays (after Meyerhof (4.37) ). Original surface of fill W Fill settling under own weight H Yielding of pile under combined dragdown load and applied load W Residual Peak 0.IH Length of shaft over which calculated yielding of pile toe exceeds settlement of fill Figure 4.40 Distribution of negative skin friction on piles terminated in compressible stratum (a) No load on pile head (b) Compressive load on pile head (c) Design curve for loaded pile.
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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
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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
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Chapter 3 Piling equipment and meth
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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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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
Page 180 and 181: 4.3 Piles in coarse-grained soils 4
Page 182 and 183: Depth below ground surface (m) Resi
Page 184 and 185: Depth of penetration (m) 0 0 5 10 1
Page 186 and 187: using standard penetration tests or
Page 188 and 189: � � Resistance of piles to comp
Page 190 and 191: Resistance of piles to compressive
Page 194 and 195: Safety factors generally used in th
Page 196 and 197: Depth to NAP datum (m) Cone resista
Page 198 and 199: The conditions at the interface can
Page 200 and 201: The shear modulus G in equation 4.3
Page 204 and 205: 2.0 OD tubular steel pile with clos
Page 206 and 207: where Resistance of piles to compre
Page 208 and 209: eached the point of ultimate resist
Page 210 and 211: (4) Obtain the safe end-bearing loa
Page 212 and 213: Vertical force, t t-z curve Vertica
Page 214 and 215: where the bearing capacity factor:
Page 216 and 217: and RQD of the rock as shown in Tab
Page 218 and 219: Depth below ground level (m) 0 5 10
Page 220 and 221: settlement of the pile are summariz
Page 222 and 223: Rock socket reduction factor a 1.0
Page 224 and 225: Table 4.17 � and � values of we
Page 228 and 229: Influence factor, l p 2.0 1.6 1.2 0
Page 240 and 241: a closed end into a deep deposit of
Page 242 and 243: Average shearing strength along pil
Page 244 and 245: It is assumed that the shear streng
Page 246 and 247: Depth below ground level (m) Figure
Page 248 and 249: Figure 4.45 Depth below ground leve
Page 250 and 251: Depth of h(m) Segment (m bql) � h
Page 252 and 253: For a wall thickness of 19 mm in mi
Page 256 and 257: Pile groups under compressive loadi
Page 258 and 259: 24.0 m 16.0 m The comparative group
Page 260 and 261: where c � cohesion intercept of s
Page 262 and 263: Inclination factor, i c Inclination
Page 266 and 267: z/B 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7
Page 268 and 269: Compressive stress 1.5 q n q n B A
Page 270 and 271: E u/c u 3000 2500 2000 1500 1000 50
Page 272 and 273: 0 0 1 2 3 4 H/B 5 6 7 8 9 0 1 2 3 4
Page 276 and 277: D LB LB D 0.50 0 0.1 0.2 0.3 0.4 0.
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Pile groups under compressive loadi
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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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