Pile Design and Construction Practice, Fifth edition

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Pile cap (Weight�2475 kN) F E D C B A Figure 6.45 8000kN 7.250 V�10 475 kN H�7920 e�0.76 0.625 3.125 1.875 1.250 1.250 1.250 1.250 1.250 Vertical component on each pile in Row A Vertical component on each pile in Row B Vertical component on each pile in Row C Piles to resist uplift and lateral loading 367 RESULTANT 10 475 10 475 � 0.76 � 3.125 � � 36 12(3.125 24 878 � 291.0 � 164.1 2� 1.8752 � 0.6252 ) � 291.0 � 151.6 � 442.6 kN � 291.0 � � 291.0 � 91.0 � 382.0 kN � 291.0 � 10 475 � 0.76 � 1.875 164.1 10 475 � 0.76 � 0.625 164.1 � 291.0 � 30.3 � 321.3 kN Vertical component on each pile in Row D � 291.0 � 30.3� 260.7 kN Vertical component on each pile in Row E � 291.0 � 91.0� 200.0 kN Vertical component on each pile in Row F � 291.0 � 151.7� 139.3 kN Checking: 6(442.6 � 382.0 � 321.3 �260.7 � 200.0 � 139.3) � 10475 kN, and the calculation is thus correct. Example 6.7 A tower is to be constructed on a site where 6 m of very soft clay overlie a very stiff glacial clay (undrained shearing strength � 190 kN/m2 ). The tower and its base slab weigh 30000 kN, 2.000
368 Piles to resist uplift and lateral loading and the tower is subject to a maximum horizontal wind force of 1500 kN with a centre of pressure 35 m above ground level. The base of the tower is 12 m in diameter. Design the foundations and estimate the settlements under the dead load and wind loading. Because of the presence of the soft clay layer, piled foundations are required and the heavy vertical load favours the use of large bored and cast in-situ piles. A suitable arrangement of piles to withstand the eccentric loading caused by the wind force is 22 piles in the staggered pattern shown in Figure 6.46. Figure 6.46 W 35.00 Very soft clay Very stiff clay (C u 5190 kN/m 2 E d =80 MN/m 2 m v =0.05 m 2 /kN) Base of equivalent block foundation for E–W wind direction 1500 kN Resultant 3.00 e51.75 e52.43 30000kN N 3.00 3.00 3.00 3.00 3.00 S 3.00 Base of tower E 6.00 7.70 Base of tower Base of equivalent block foundation for N–S wind direction
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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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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
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
Page 376 and 377: If high-tensile steel (which has a
Page 378 and 379: sustained horizontal load which can
Page 380 and 381: Calculating the allowable horizonta
Page 384 and 385: The resultant of the vertical and h
Page 386 and 387: The Brinch Hansen bearing capacity
Page 388 and 389: Modulus of elasticity of pile � 2
Page 390 and 391: Chapter 7 Some aspects of the struc
Page 392 and 393: (a) (b) (c) Lifting rope Lifting po
Page 394 and 395: 7.3 Designing piles to resist drivi
Page 396 and 397: Structural design of piles and pile
Page 400 and 401: should not arise if the piles are d
Page 402 and 403: (a) (b) (c) M.S.plate cover M.S.cap
Page 404 and 405: 45˚ Structural design of piles and
Page 406 and 407: X Column Y9 Y9 Y Critical section f
Page 408 and 409: 7.9 The design of pile capping beam
Page 410 and 411: Damp-proof course Cranked vent Grou
Page 414 and 415: (a) (b) Deck of wharf Fender Rubber
Page 416 and 417: (a) (b) y y e z f A The bending mom
Page 418 and 419: Piling for marine structures 403 th
Page 420 and 421: Pipe trunkways Hose handling platfo
Page 422 and 423: Piling for marine structures 407 8.
Page 424 and 425: Piling for marine structures 409 sh
Page 426 and 427: In SI units, equation 8.8 becomes f
Page 428 and 429: The natural frequency of the member
Page 430 and 431: 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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