Pile Design and Construction Practice, Fifth edition

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ground investigation 498 ground investigations for piling 512; offshore 508 groundwater: concreting under 62, 121, 133; observations of 480, 500, 507 groups of piles: block failure of 264, 272; eccentric loading on 284, 353–6; in filled ground 276–8; heave effects on 278–80; lateral loads on 353–6; negative skin friction on 276–8; optimization of settlements in 287; in rock 272–6; settlement of 250–71; in soils 240–71; ultimate resistance of 243–50 grouting: base 121; shaft 121 guides, for piling 79, 419 H-section piles: advantages of 39; curvature of 43; for machinery foundations 436; Peine 38, 43; in permafrost 452; shaft friction on 158, 172; strengthening toes of 47; for underpinning 438–9, 443; wings for 41 hammers: piling 80; vibrators 92–5 heave, ground 276–80, 513 helical piles 445 helmets 100 Hercules piles 32 high-alumina cement 452, 490 Hoesch piles 38, 43 horizontal load see lateral loads hush piling 99 hydraulic hammers 82–7 ice forces 414–16 ICP method 181–6 impact forces 400, 411 inclination factor 247 inclined loading 248, 355 integrity, structural 535 integrity tests 63, 535 interaction analysis 217, 278 interface friction 139, 169, 184 jacket structures 37, 71, 341, 411, 421 jacking piles 33, 66, 441 jetties see marine structures jetting piles 101, 125 karst 272 kelly 114 Krupp piles 38 laboratory testing 302 landfill 62 lateral load tests 533–5 lateral loads: from bridge abutments 354–6; on pile groups 353–6; on raking piles 352–3; on single piles 327–52 leaders 72–6; spotter 76 Subject index 549 limit states 5, 143 load/settlement curves 520, 528 load transfer: in pile groups 9, 241; on pile shafts 141, 196, 287 load/uplift curves 532 loading tests: compression 520, 529; constant rate of penetration 520; continuous rate of uplift 530; dynamic 527; lateral 533; maintained load 520; SIMBAT 527; Statnamic 527; uplift 530 loss of ground due to piling 9, 280, 444, 454, 513 machinery foundations 434–6 made ground see filled ground maintained load test 520 marine structures: current forces on 411–12; durability of piles in 482–6; ice forces on 414–15; impact forces on 400–7; mooring forces on 407; wave forces on 408–11; wind forces on 411 mass factor 206–8 Ménard pressuremeter 346, 505 micropiles 55 mining subsidence 445–9 minipiles see micropiles model factor 149 model pile 146, 310 modulus: deformation, of coarse-grained soils 183, 270; deformation, of rocks 273–5; pressuremeter 346, 348; of subgrade reaction 329, 340, 345, 347; of subgrade variation 341–5 Monopile 82, 418 Monotube piles 43 mooring dolphins 407, 420 mooring forces 407 MV piles 39 NEC3 see Engineering and Construction Contract negative skin friction 212–19, 276–8 noise control 97–9, 326, 513 observational method 14, 144–5 open-end piles, resistance of 156, 167–9, 174, 183 organic acids 486–7, 490 organic coatings 495–6 oscillation of piles 37, 412, 466, 534 oscillators, casing 111–14 Oslo point 27, 45 over-consolidated soils 170, 260–2, 265 p–y curves 342–5 packing 18, 96, 100–1, 125, 380–1 painting 495–6
550 Subject index Pali Radice piles 66, 440 partial factors 7, 143, 145–50, 192, 219, 272, 310–2 partial resistance factors 148 Peine piles 38, 43 Penpile 58 permafrost 449–53 permeability tests 506–7 plate bearing tests 194, 211, 252–3, 506–7 platforms, petroleum production see marine structures plugging: with concrete 52, 127, 156, 159, 422; with soil 158, 172–3, 183, 422 point load test 507 Poisson’s ratio 196, 255–8, 274–5 Portland cement 27, 318, 487, 489–91 positional tolerance 136, 284, 377, 391 power augers 106, 126, 135 precast concrete piles: breakage of 31, 34; concreting of 20, 28–31; cracks in 21, 25, 29, 31; driving of 125; driving stresses on 379–82; Hercules pile 32; jointed types 31–4; lengthening of 385–6; lifting of 376–8; prestressed 19–21, 25; reinforcement of 19, 21–5; shoes for 27; structural design of 375–86; working stresses on 19–21, 172 Prescore pile 33 press-in drivers 100, 125 pressure distribution: beneath pile groups 3, 246; lateral 458–9 pressuremeter 146, 170, 185, 211, 253, 264, 346–50, 505; cone 506 prestressed concrete piles: advantages of 25; casting of 25, 28–9; cylindrical 31, 33; for marine structures 416; structural design of 376 pretest piles 442 Pruyn point 45 pyrites 487 radial stress 159, 182, 184, 187 raking piles: bending of 353; for bridges 456–7; calculating loading on 353–6; installation of 135–6; for marine structures 398–9, 403; resistance to lateral loads of 306–8 Raymond piles (obsolete) see TaperTube pile RB pile 32 redistribution of load: on pile shafts 244; in piles group 244 regulations: Construction (Design and Management) 512; Health and Safety 59, 512; noise control 80, 97, 454; pollution control 121, 514 reinforcement: for bored and cast-in-place piles 59–61; for driven and cast-in-place piles 52–6; for micropiles 66; for precast concrete piles 19, 21–5, 376–8 replacement piles see Bored and cast-in-place piles responsibilities, contractual 7, 9, 498, 508–9 reuse of piles 69, 537 reverse circulation drilling 116–18, 120, 126, 134, 175, 453 rock: anchoring piles to 315–27; base resistance in 196–211; deformation moduli of 273–5; drilled piles in 65; ground investigations in 502; quality designation (RQD) 199–201, 206, 502; settlement of piles in 211–12, 273–6; shaft friction on piles in 198–211 Rockwell connector see Frank’s connector rotary auger 12, 106, 111, 207, 439 rotary core drilling 499, 501–2 rotary displacement piles: Atlas piles 56; screw piles 56, 58, 132, 445 rotary table 65, 106–9, 114–16 roughness factor 208, 276 safety factors 3, 140, 164, 177, 192–5, 218, 311, 335, 418 sampling soils 501, 507 sand see coarse-grained soils scour, effects of 180, 418, 463–8 screw piles 58; Atlas 56; ScrewSol 56 secant piles 137, 443 seismic logging 499, 535 selection: of pile type 11–13; of piling hammer 95–7 serviceability limit state 6, 144, 151, 192, 326 set of piles 4, 17, 379–80, 456, 513–17 setting out 513 settlement: of pile groups 250–63; of single piles 192–6 shaft friction: on bored and cast-in-place piles 160–3; in coarse-grained soils 169, 171–5; on driven and cast-in-place piles 159–60, 174; on driven piles 151–2, 156–8; in finegrained soils 151–64; on grouted piles 124; in layered soils 190–1; negative (skin) 212–20; observations of 526–7; in rock 198–211 shape factor 165, 173, 246, 267, 313–14, 319, 415 shear connectors 318–19 sheathing 320, 490 shell piles: description of 54–6; installation of 127; tapered 44 shoes: for casing 113; for concrete piles 27; for steel piles 45–7; for timber piles 16 single-acting hammers 81–9, 104, 124–5 small displacement piles 10, 34, 92, 158, 203, 281
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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
Page 428 and 429:
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
Page 498 and 499:
Page 500 and 501:
martesia with some teredo, and at C
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Page 504 and 505:
Page 506 and 507:
Page 508 and 509:
Page 510 and 511:
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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
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: 548 Subject index contiguous piles
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