Pile Design and Construction Practice, Fifth edition

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(a) (b) Figure 2.29 (a) The ScrewSol tapered auger and tight-fit follower tube (b) Cleaned-off section of an excavated ScrewSol pile.
58 Types of pile Rigs are similar to the high torque, instrumented CFA pile units, but the power required to install screw piles can be 20% greater than that required for equivalent CFA piles; additional pull-down is usually necessary. As only a small amount of material is removed as the auger is initially inserted, the screw pile is particularly useful for foundations in contaminated ground. The method of concreting is either by injection through the auger tip during rotation out of the hole, which can improve shaft friction, or by tremie depending on the system. Design of displacement screw piles should be based on a detailed knowledge of the ground using pressuremeter tests, CPTs and SPTs, and pile test data in the particular soil. Care is required in selecting the effective diameter of the helical shaft for determination of shaft friction and end-bearing capacity. Bustamante and Gianeselli (2.14) have provided a useful simplified method of predetermining the carrying capacity of helical shaft piles based on a series of tests and recommend that a design diameter of 0.9 times the outside diameter of the auger flange should be used for calculating both base and shaft resistance for ‘thin’ flanges. For thick flanges (say 40 mm deep 75 mm wide), the outside diameter of the helix is appropriate. Depending on the ground conditions and the size of the helical flanges formed, savings of 30% in concrete volume compared with the equivalent bored pile are claimed. Typical pile dimensions are 500 mm outside auger diameter and 350 mm shaft diameter and lengths of 30 m are possible. The technique is best suited to silty sands and sandy gravels with SPT N-values between 10 and 30; above N � 50 there is likely to be refusal with currently available rigs, and unacceptable heave and shearing will occur in most clays. An enlarged pile base can be formed with straight shafted displacement piles, such as the Penpile by Pennine Vibropile Ltd, in granular soils and weak chalk to improve end-bearing capacity. Guidance on installation of displacement screw piles in BS EN 12699 is limited, but comprehensive trials of different types of pile at Limelette (2.15) in Belgium during 2000 and 2002 in stiff dense sand, together with earlier trials in stiff clay, have produced significant data on design, installation and performance of screw piles (including references to EC7 design procedures and CPT testing). Two main conclusions were that the bearing capacity is of similar magnitude as that for full displacement piles, and the prediction of bearing capacity was in good agreement with load tests, irrespective of the method used. Solid steel shaft helical screw piles are used mainly in the USA for foundations in collapsible and expansive soils as described by Black and Pack (2.16) . The central shaft up to 57 mm 2 has one or more circular steel plates up to 350 mm diameter, shaped into a single helix, welded to it. As the shaft is rotated into the soil, the leading edge of the helix bites into the soil, transferring the rotational force into axial thrust; extension shafts with plates are added as needed. Reduced drag-down and ultimate load-carrying capacities of up to 890 kN in compression or tension are claimed in these soil conditions. In addition to selecting soil parameters, care is needed during design and installation to consider the effects of groundwater around the shaft, corrosion and buckling. (See also Section 9.2.2 for use in underpinning.) 2.4 Replacement piles 2.4.1 General Replacement piles are installed by first removing the soil by a drilling process and then constructing the pile by placing concrete or some other structural element in the drilled hole.
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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
Page 22 and 23: application of different load facto
Page 24 and 25: Load transfer The contractor’s gu
Page 26 and 27: (7) Jacked-down steel tube with clo
Page 28 and 29: Types of pile 13 needed to avoid cr
Page 30 and 31: (a) (b) Precast concrete Head of ti
Page 32 and 33: Table 2.2 Modification factor K 2 b
Page 34 and 35: 4d d 10 mm M.S. plate sleeve tarred
Page 36 and 37: Table 2.3 Working loads and maximum
Page 38 and 39: Cement content �300 kg/m3 �325
Page 40 and 41: Types of pile 25 Table 2.5 BS 8004
Page 42 and 43: (a) (b) (c) (d) Cast iron or cast s
Page 44 and 45: Sheathing Bottom boards Figure 2.9
Page 46 and 47: Misplaced bearers Lifting holes Cra
Page 48 and 49: Section Bayonet plug Plan Locking p
Page 50 and 51: Existing foundation Precast pile ca
Page 52 and 53: Types of pile 37 Where very long le
Page 54 and 55: Types of pile 39 rotate during driv
Page 56 and 57: Types of pile 41 Because of their r
Page 58 and 59: (a) (b) Types of pile 43 Figure 2.2
Page 60 and 61: (a) (b) Welds Welds Types of pile 4
Page 62 and 63: (a) M.S. plate shoe Welds (b) 2.2.6
Page 64 and 65: Types of pile 49 brittle fracture r
Page 66 and 67: (a) (b) (c) Hammer Driving tube Con
Page 68 and 69: Types of pile 53 all cast-in-place
Page 70 and 71: Figure 2.28 The TaperTube pile.
Page 74 and 75: Types of pile 59 The simplest form
Page 76 and 77: Types of pile 61 Transverse reinfor
Page 78 and 79: Types of pile 63 completion the res
Page 80 and 81: Types of pile 65 permanently in the
Page 82 and 83: Types of pile 67 (3) Construction o
Page 84 and 85: Types of pile 69 can withstand fair
Page 86 and 87: Chapter 3 Piling equipment and meth
Page 88 and 89: Piling equipment and methods 73 A r
Page 90 and 91: Maximum height 26.32 m Usable leade
Page 92 and 93: Figure 3.4 Liebherr LRH 400 48 m lo
Page 94 and 95: Piling equipment and methods 79 the
Page 96 and 97: Piling frame Single-acting hammer S
Page 98 and 99: Guides for engaging leaders Steam o
Page 100 and 101: Table 3.1 Characteristics of some s
Page 102 and 103: Table 3.2 Characteristics of some h
Page 104 and 105: Piling equipment and methods 89 Tab
Page 106 and 107: Table 3.4 Characteristics of some d
Page 108 and 109: Figure 3.16 Driving a pile casing w
Page 110 and 111: Table 3.5 Continued Piling equipmen
Page 112 and 113: Soil resistance to driving (MN) 25
Page 114 and 115: Figure 3.19 Noise-abatement tower u
Page 116 and 117: Dolly M.S. plate Plastics Hardwood
Page 118 and 119: Standard elbow bend Detachable scre
Page 120 and 121: 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.
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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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