Pile Design and Construction Practice, Fifth edition

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and Thus from Figure 6.24 deflection at head of free-headed pile y � H(e � z f) 3 deflection at head of fixed-headed pile y � H(e � z f) 3 12EI (6.20) (6.21) where E is the elastic modulus of the material forming the pile shaft, and I is the moment of inertia of the cross-section of the pile shaft. Depths which may be arbitrarily assumed for z f are noted in Section 6.3.1. 6.3.4 Elastic analysis of laterally loaded vertical piles The suggested procedure for using this section and Section 6.3.2 is first to calculate the ultimate load Hu for a pile of given cross-section (or to determine the required cross-sections for a given ultimate load) and then to divide Hu by an arbitrary safety factor to obtain trial working load H. The alternative procedure is to calculate the deflection y0 at the ground surface for a range of progressively increasing loads H up to the value of Hu. The working load is then taken as the load at which y0 is within the allowable limits. As a first approximation, Hu can be obtained by the Brinch Hansen method (Section 6.3.1) or from equations 6.18 and 6.19. A preliminary indication of the likely order of pile head deflection under this load can be obtained from equations 6.20 or 6.21 depending on the fixity conditions at the head. It may be necessary to determine the bending moments, shearing forces, and deformed shape of a pile over its full depth at a selected working load. These can be obtained for M H Y s M p Pile Deflection Slope Bending moment Piles to resist uplift and lateral loading 335 3EI Shearing force Soil reaction Figure 6.25 Deflections, slopes, bending moments, shearing forces, and soil reactions for elastic conditions (after Reese and Matlock (6.14) ).
336 Piles to resist uplift and lateral loading working-load conditions on the assumption that the pile behaves as an elastic beam on a soil behaving as a series of elastic springs. Calculations for the bending moments, shearing forces, deflections, and slopes of laterally loaded piles are necessary when considering their behaviour as energy absorbing members resisting the berthing impact of ships (see Section 8.1.1), or the wave forces in offshore platform structures (see Section 8.2). Reese and Matlock (6.14) have established a series of curves for normally consolidated and cohesion-less soils for which the elastic modulus of the soil E s is assumed to increase from zero at the ground surface in direct proportion to the depth. The deformed shape of the pile and the corresponding bending moments, shearing forces, and soil reactions are shown in Figure 6.25. Coefficients for obtaining these values are shown for a lateral load H on a free pile head in Figure 6.26a to e, and for a moment applied to a pile head in Figure 6.27a to e. The coefficients for a fixed pile head are shown in Figure 6.28a to c. For combined lateral loads and applied moments the basic equations for use in conjunction with Figures 6.26 and 6.27 are as follows: Deflection y (6.22) Slope � sA � sB � (6.23) Bending moment � MA � MB � Am HT � Bm Mt (6.24) AsHT 2 EI � B � yA � yB � sMtT EI AyHT 3 EI � ByMtT 2 EI Shearing force (6.25) Soil reaction � PA � PB � (6.26) ApH T � B � VA � VB � Av H � p Mt BvMt T For a fixed pile head the basic equations are as follows: Deflection � yF � (6.27) Bending moment � MF � FmHT (6.28) Fy HT 3 EI Soil reaction � PF � F H p (6.29) T In equations 6.22 to 6.29, H is the horizontal load applied to the ground surface, T (a stiffness factor) � (as equation 6.12), Mt is the moment applied to the head of the pile, Ay and By are deflection coefficients (Figures 6.26a and 6.27a), As and Bs are slope coefficients (Figures 6.26b and 6.27b), Am and Bm are bending-moment coefficients (Figures 6.26c and 6.27c), Av and Bv are shearing-force coefficients (Figures 6.26d and 6.27d), Ap and Bp are soil resistance coefficients (Figures 6.26e and 6.27e), Fy is the deflection coefficient for a fixed pile head (Figure 6.28a), Fm is the moment coefficient for a fixed pile head (Figure 6.28b), and Fp is the soil resistance coefficient for a fixed pile head (Figure 6.28c). In Figures 6.26 to 6.28 the above coefficients are related to a depth coefficient Z for various values of Zmax, where Z is equal to the depth x at any point divided by T (i.e. Z � x/T) and Zmax is equal to L/T. The use of curves in Figure 6.28 is illustrated in Example 6.6. The case of a load H applied at a distance e above the ground surface can be simulated by assuming this to produce a bending moment Mt equal to H�e, this value of Mt being used 5 �EI/nh T 2
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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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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 326 and 327: in the ground is assumed to be equa
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 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 382 and 383: Pile cap (Weight�2475 kN) F E D C
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
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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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Structural design of piles and pile
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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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