Pile Design and Construction Practice, Fifth edition

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Drainage layer 8.0 m 6.0 m Fill 1.0 m dia RC piles Key 13.0 m 5.0 m Short term Long term Abutment wall GL Soft clay Dense sand (a) Depth (m) (b) Depth below soft clay surface (m) Miscellaneous piling problems 459 Figure 9.18 Lateral pressure distribution on full height bridge abutment supported by two rows of piles driven through soft clay into dense sand (a) deflection (b) bending moments (after Springman et al. (9.25) ). Crown copyright 1995. Reproduced by permission of HM Stationery Office. Measurements made in the centrifuge model of pile head deflections, bending moments, and deduced horizontal soil pressures on the surfaces of the central pile of the three-pile row furthest from the embankment are shown in Figure 9.18. They show a marked difference in the magnitude of deflection and pressure between the short-term (end of construction) and long-term (125 weeks after end of construction) loading periods. The pressure on the pile surface within the soft clay was negative at the end of construction as a result of the large deflections causing the pile to pull away from the soil. With time the clay closed-up against the 5.0 10.0 15.0 0 5.0 10.0 15.0 –100 0 Deduced pressure (kN/m 2 ) 100 200 300 400 500 Pressure Deflection 20.0 –10 –5 0 5 10 15 Bending moment (MN/m) Pressure 20.0 –50 0 50 100 150 200 Deflection (mm)
460 Miscellaneous piling problems pile causing a small positive pressure to develop. Generally, the measurements on the model piles showed increases in maximum bending moments over the 125 week (prototype) loading period of 30% for the rear (furthest from the embankment) and 15% for the front row of piles. The research studies of Springman and Bolton, and Springman et al. were based on considerations of the undrained shear strength and undrained shear modulus of the soft clay. These undrained soil parameters formed the basis, in the earlier work, of a computer program given the name SIMPLE (9.26) from which the distribution of lateral pressures, bending moments and deflections of over the full length of piles subjected to similar loading conditions can be determined. The general pattern of the effects on piles as predicted by the SIMPLE program was to some extent confirmed by full-scale measurements on piles supporting the south abutment of the Wiggenhall Overbridge near Kings Lynn in Norfolk (9.27) . Four rows of 11 piles were driven through 10.4 m of weak Marine Alluvium to a depth of about 5 m into a very stiff Kimmeridge Clay. Horizontal soil movements were recorded by a tube close to the instrumented pile. Embankment filling was undertaken over a period of about 5 months after completing pile driving. The instrumented ground tube showed that flow of the soft clayey alluvium had occurred between the piles over the period of the embankment placing with lateral movements at pile cap level of 29 mm in the soil and 19 mm in the pile. The SIMPLE program had overpredicted both the pile deflections and bending moments. The instrumented pile head had deflected about 19 mm compared with the prediction of 60 mm. However, it should be pointed out that the design of the bridge as a spill-through structure with fill on both sides of the abutment and the multiple rows of supporting piles did not correspond to the arrangements studied in the laboratory research. Generally, before commencing detailed design studies into the behaviour of piles subjected to the loading conditions described above it is desirable to consider the maximum lateral pressure which can be applied to the piles within the soft layer. This was shown by Randolph and Houlsby (9.28) to correspond to 9.14c u for a perfectly smooth pile and 11.94c u for a perfectly rough pile. When the pressure on the leading face of a pile reaches these values the clay flows past them and cannot exert any higher pressure. Hence, if it can be shown that the pile section, as designed to resist vertical and horizontal forces on the abutment or bank seat, has an adequate safety factor against failure or excessive deflection when subjected to additional forces caused by soil movements applied directly to the supporting pile shafts, then further detailed design work may be judged unnecessary. Springman and Bolton (9.24) recommended that the embankment–pile–soil system should be designed to ensure that the ratio of the mean horizontal soil pressure ( p m) to the undrained shear strength (c u) should lie within the pseudo-elastic zone shown in the interaction diagram (Figure 9.19). In this diagram the ratio p m/c u is plotted as the ordinate with an upper limit of 10.5. At this stage the clay flows plastically around the pile (it was noted above that Randolph and Houlsby put this limit between 9.14 and 11.94 depending on the surface roughness of the pile). The ratio of the embankment surcharge pressure (q) to c u is plotted as the abscissa, for which the limit is given by q � (2��)c u which represents the stage of plastic yielding of soil beneath the embankment. To avoid excessive deformation of the embankment causing soil to flow between the piles supporting the abutment, there should be a safety factor of at least 1.5 against base failure. Elastic behaviour of the system is defined by the limits of h/d in Figure 9.19 between 4 and 10. The height h, the pile diameter d,
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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
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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.
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
Page 432 and 433: Piling for marine structures 417 re
Page 434 and 435: Table 8.3 Minimum safety factors fo
Page 436 and 437: Piling for marine structures 421 th
Page 438 and 439: Piling for marine structures 423 sh
Page 440 and 441: 8.21 GERWICK, B. C. Construction of
Page 442 and 443: Soil resistance p in kN per m of de
Page 444 and 445: From Figures 6.29a and b the comput
Page 446 and 447: giving 9.7y � 0.26, y � 0.26
Page 448 and 449: From �7.5 to �3.0 m: no increas
Page 450 and 451: Miscellaneous piling problems 435 W
Page 452 and 453: 9.2 Piling for underpinning Miscell
Page 454 and 455: Miscellaneous piling problems 439 B
Page 456 and 457: Miscellaneous piling problems 441 T
Page 458 and 459: Miscellaneous piling problems 443 p
Page 460 and 461: Longitudinal reinforcement is provi
Page 462 and 463: Light-gauge steel lining tubes Stow
Page 464 and 465: When inspecting the geological cond
Page 466 and 467: Miscellaneous piling problems 451 f
Page 468 and 469: natural ‘freeze-back’ around th
Page 470 and 471: Miscellaneous piling problems 455 b
Page 472 and 473: Miscellaneous piling problems 457 w
Page 476 and 477: p m/c u 10.5 2p 0 and the mean hori
Page 478 and 479: Bridge abutment support piles Emban
Page 480 and 481: Figure 9.23 Drilling equipment for
Page 482 and 483: Max. water level +16 m Min. water l
Page 484 and 485: 2-4 m marine clay dredged out MHW R
Page 486 and 487: Miscellaneous piling problems 471 o
Page 488 and 489: Miscellaneous piling problems 473 c
Page 490 and 491: The ground temperature around the p
Page 492 and 493: 9.40 URANOWSKI, D. D., DODDS, S., a
Page 494 and 495: The durability of piled foundations
Page 496 and 497: and European Standards as shown in
Page 500 and 501: martesia with some teredo, and at C
Page 512 and 513: economics, taking into account the
Page 514 and 515: Depth of borehole 1.5 B 1 in 4 B Gr
Page 516 and 517: Ground investigations, contracts an
Page 520 and 521: (a) DCP n (blows/100 mm) 40 35 30 2
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Ground investigations, contracts an
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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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