Pile Design and Construction Practice, Fifth edition

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in the ground is assumed to be equal to that of the volume of soil it displaces. If the weight of the block of soil is calculated by using a diagram of the type shown in Figure 6.6, then the safety factor against uplift can be taken as unity, since frictional resistance around the periphery of the group is ignored in the calculation. The submerged weight of the soil should be taken below groundwater level. In the case of fine-grained soils the uplift resistance of the block of soil in undrained shear enclosed by the pile group in Figure 6.7 is given by the equation: Q u � (2LH � 2BH )c u � W Piles to resist uplift and lateral loading 311 (6.3) where Qu is the total uplift resistance of the pile group, L and B, are the overall length and width of the group, respectively, H is the depth of the block of soil below pile cap level, cu is the value of average undisturbed undrained shear strength of the soil around the sides of the group, and W is the combined weight of the block of soil enclosed by the pile group plus the weight of the piles and pile cap. Submerged densities are used for the soil and portion of the structure below groundwater level when calculating W. A safety factor of 2 should be used with equation 6.3 to allow for the possible weakening of the soil around the pile group caused by the method of installation. For long-term sustained loading a safety factor of 2.5 to 3 would be appropriate. If either of the above two methods is used to calculate the combined uplift resistance of a pile group, the allowable resistance must not be greater than that provided by the sum of the skinfrictional resistance of the individual piles in the group divided by the appropriate safety factor. EC7 (Clause 7.6.3.1) recommends calculating the uplift resistance of a block of soil surrounding the pile group in a manner similar to that described above. The design value of the uplift load combined with the uplift force from buoyancy on the underside of the soil block, Vdstd, are resisted by the design values of the friction on the vertical outer surfaces of the block, Td, and the stabilizing forces, Gstbd, of the mass of soil composing the block, the pile cap, or other substructures supported by the piles, and the weight of any soil overburden above these structures. The resistances of the piles to pull-out are not included in the stabilizing forces but are considered separately since they provide no resistance if failure is by lifting of the mass of soil. Block of soil lifted by piles B×L H Figure 6.7 Uplift of group of piles in coarse-grained soils.
312 Piles to resist uplift and lateral loading Because buoyancy is a destabilizing factor, EC7 (Clause 2.4.7.4) requires verification of stability by the UPL criteria as given by the equation: Vdstd � Gstbd � Rd (6.3a) where Vdstd � Gdstd � Qdstd and (6.4) V dstd � design value of the permanent destabilizing vertical action on the substructure G stbd � design value of the permanent stabilizing vertical actions G dstd � design value of the permanent destabilizing actions Q dstd � design values of the variable actions R d � any additional resistance to uplift R d � considered as a permanent vertical action. The partial factors for actions for the ultimate limit state (UPL) verification are set out in Annex A of EC7 as shown in Table 6.1. For verification of the uplift resistances of the soil surrounding the block, and of the pull-out resistances of the piles in the group, where derived by calculations using soil parameters the partial factors shown in Table 6.2 are used. 6.2.3 Piles with base enlargements When bored piles are constructed in clay soils, base enlargements can be formed to anchor the piles against uplift. The enlargements are made by the belling tools described in Table 6.1 Partial factors for actions (� f) for uplift limit-state (UPL) verifications Action Symbol Value Permanent Unfavourable a � Gdst 1.0 Favourable b � Gstb 0.9 Variable Unfavourable a � Qdst 1.5 Notes a denotes destabilizing. b denotes stabilizing. Table 6.2 Partial factors for soil parameters and resistances Soil parameter Symbol Values Angle of shearing resistance a � �� 1.25 Effective cohesion � c� 1.25 Undrained shear strength � cu 1.40 Tensile pile resistance � st 1.40 Anchorage resistance � a 1.40 Note a This value is applied to tan ��. The factors in Tables 6.1 and 6.2 may be modified when the British National Annex is published.
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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
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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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Page 276 and 277: D LB LB D 0.50 0 0.1 0.2 0.3 0.4 0.
Page 278 and 279: Pile groups under compressive loadi
Page 284 and 285: Initial tangent constrained modulus
Page 286 and 287: factor N for which Schmertmann sugg
Page 290 and 291: 0 0 2 4 H/B 6 8 10 Influence factor
Page 294 and 295: Overall loading 100 kN/m2 (a) (b) (
Page 298 and 299: (a) (b) (c) (d) Pile groups under c
Page 306 and 307: Depth below ground level in m 5 10
Page 308 and 309: For the arrangement of the piles sh
Page 312 and 313: Soft clay Sand B/2 5 11.2 m Figure
Page 316 and 317: Unit negative skin friction at top
Page 320 and 321: Chapter 6 The design of piled found
Page 322 and 323: (a) Tie rod Wholly compression Whol
Page 324 and 325: esistance of cylindrical augered fo
Page 328 and 329: Section 3.3.1. Enlargements cannot
Page 330 and 331: Piles to resist uplift and lateral
Page 332 and 333: Spacer Top of hard rock Drilling pi
Page 334 and 335: where m is the modular ratio of ste
Page 336 and 337: Table 6.3 Examples of bond stress b
Page 338 and 339: Top of rock 30˚ 30˚ Figure 6.15 F
Page 340 and 341: (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
Page 354 and 355: (a) (b) (c) Depth coefficient Z 0 1
Page 356 and 357: 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
Page 362 and 363: (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
Page 368 and 369: (a) determining the compressive and
Page 370 and 371: A X Z B R A Resultant R R B Y C D R
Page 372 and 373: 6.8 FREEMAN, C. F., KLAJNERMAN, D.,
Page 374 and 375: 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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