Pile Design and Construction Practice, Fifth edition

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Soilex pile 44 sonic logging 535–6 spacing of piles 44, 249, 264 specifications: anchorages 318; piling 512; timber preservation 481 spiral welding 38 splicing piles 20, 37, 385 standard penetration tests: related to ��values 165; related to deformation modulus 263; techniques for 503 static cone penetration test: related to ��values 165; related to base resistance 176–80, 183–6; related to compressibility of soils 268–72; related to shaft friction 177; techniques for 503 Statnamic tests 527 steel: for anchors 318–20, 325; designations 47–9; for piles 48–9; reinforcing see reinforcement steel piles: advantages of 69; Arbed 38; box 38; cathodic protection of 495–6; concrete filling of 35, 54–6; connectors for 37, 43; corrosion of 492–4; Corus 48; driving of 125–6; Frodingham (obsolete) 38; Hoesch 38, 43; H-section 39; Krupp 38; Larssen (obsolete) 38; for marine structures 48, 416, 495; monopile 82; Monotube 43; MV 39; painting of 495–6; Peine 38, 43; shoes for 45–7; splicing of 385; TaperTube 54; tubular 36–45; Union 44; welding of 36–42, 386–7, 419, 443; withdrawable tube see driven and cast-in-place piles; working stresses on 47–8, 56–7 stress grades: steel 49; timber 16–17 stress wave theory 370–80 sulphate (and sulphuric acid) attack 478, 487–90 sulphate resisting cement 27, 489–90 supersulphated cement 490 surcharge loading on pile groups 454–8, 460–2 tapered piles, description of 44 TaperTube pile 54 temporary compression 516 thermal piles 453 timber piles: damage to 17–19; driving of 15–17, 124; durability of 479–86; for fenders 415–16, 469; preservation of 14, 479–86, 514; shoes for 16; splicing of 18–19; working stresses on 16 Subject index 551 time effects: in clays 163–4; in coarse-grained soils 188; on soil plugging 183 tolerances, positional 136, 284, 377, 391 tremie concreting 60, 133 trestle guides 78, 454 tripod rigs 134 Tubex piles 54, 473 tubular piles: descriptions of 36–8; driving caps for 102; for marine structures 406, 413, 419–22; plugging of 155–8, 173–4; steel, cleaning out 126–7 ultimate limit state 6, 143, 160, 196, 212, 309, 312, 535 ultimate resistance: to compressive loads 140; to lateral loads 329–34; of piles in groups 243, 311; to uplift loads 308–11 underpinning with piles 437; with jacked piers 441 under-reamed piles 59, 111, 163, 193 underwater concreting 62, 121, 133 underwater hammers 85, 421 unconfined compression strength 503 unloading effects 141, 179–80, 520 uplift on piles: due to frost action 305, 449–52; due to swelling clays 305–6, 394–5; on pile groups 310; resistance to 308–27 vane tests 502 vibratory pile hammers 92–5 Vibrex pile 53 Vibro pile 54 vibro-concrete column 95 vibro-replacement 93 void index 182 wave forces 407–11 weathering grades 209–10 welding 36–8, 386; tests 514 winches, piling 72, 108 wind forces 307, 413–14 wind turbines 82, 417 winged piles 41, 250 working load, specified 510, 521 working stresses: on bored and cast-in-place piles 23, 63; on driven and cast-in-place piles 23, 56, 172; on shell piles 54; on steel piles 47–8; specified 510; on timber piles 16
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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.
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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
Page 516 and 517: Ground investigations, contracts an
Page 520 and 521: (a) DCP n (blows/100 mm) 40 35 30 2
Page 530 and 531: Table 11.2 Daily pile record for dr
Page 532 and 533: Paper fixed to pile by adhesive tap
Page 540 and 541: Figure 11.10 Patented arrangement f
Page 542 and 543: following expressions: (11.1) Load
Page 544 and 545: (b) Settlement of pile head in mm S
Page 546 and 547: (a) Settlement � (mm) 0 0 4 8 Gro
Page 552 and 553: experience to give reasonably relia
Page 554 and 555: Appendix Properties of materials A.
Page 556: Subdivisions of Grades A to C chalk
Page 559 and 560: 544 Name index Davis, E. H. 354 Dav
Page 561 and 562: 546 Name index Schaaf, S. A. 424 Sc
Page 563 and 564: 548 Subject index contiguous piles
Page 565: 550 Subject index Pali Radice piles
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Pile Design and Construction Practice, Fifth edition

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