Pile Design and Construction Practice, Fifth edition

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Table 2.3 Working loads and maximum lengths for ordinary precast concrete piles of square section Pile size Range of working loads Maximum length (mm 2 ) (kN) (m) 250 200–300 12 300 300–450 15 350 350–600 18 400 450–750 21 450 500–900 25 Types of pile 21 BS 8004 requires that piles should be designed to withstand the loads or stresses and to meet other serviceability requirements during handling, pitching, driving and in service in accordance with BS 8110 for the structural use of concrete (Table 2.4). EC7 requires the structural design of piles to conform to the serviceability requirements in the relevant material Eurocodes – EC2, EC3, and EC5 and the relevant National Annexes. EC2-1-1 provides common rules for concrete for building and civil engineering which are not very different from BS 8110 in terms of general design approach. Concrete performance, quality and production are subject to BS EN 206-1: 2000, which must be read in conjunction with the UK’s complementary rules for strength classes, cover, etc. in BS 8500. If nominal BS 8110 mixes are adopted, a 40-grade concrete with a minimum 28-day cube strength of 40 N/mm 2 is suitable for hard to very hard driving and for all marine construction. For normal or easy driving, a 25-grade concrete is suitable (i.e. 28-day cube strength of 25 N/mm 2 ). Depending on exposure conditions defined in EC2-1-1 and appropriate cover to reinforcement, BS 8500 recommends strength classes of concrete from C20/25 (i.e. grading based on minimum characteristic strength of a cylinder at 28 days/minimum characteristic cube strength at 28 days in N/mm 2 ) in dry or permanently wet conditions to C45/55 in tidal splash zones. BS EN 12794: 2005 Precast concrete products – Foundation piles does not give specific requirements for the design strength of concrete for piles, but refers to BS EN 13369: 2004 Common rules for precast products, BS EN 206-1 and EC2. BS EN 12794 defines two classes of piles – ‘Class 1’ with distributed reinforcement or prestressed piles and ‘Class 2’ with single central reinforcing bar. The only difference this division makes is to the detailing of pile reinforcement. BS EN 13369 Clause 4.2.2 requires reinforced concrete products to have a minimum strength class of C20/25 and prestressed concrete a minimum of C30/37. Foundations in brownfield sites are not covered in BS 8500 and the recommendations in BRE Special Digest 1 (2.6) should be followed for both in-situ foundation concrete and precast units. It should be noted that the design strengths in EC2 are based on the characteristic cylinder strengths. High stresses, which may exceed the handling stresses, can occur during driving and it is necessary to consider the serviceability limit of cracking. BS 8110 states that National Standards and Codes of Practice require cracks to be controlled to maximum widths close to the main reinforcement ranging from 0.3 mm down to 0.1 mm in an aggressive environment, or they require that crack widths shall at no point on the surface of the structure exceed a specified width, usually 0.3 mm. EC2-1-1 Clause 7.3 provides for maximum crack widths of 0.3–0.4 mm in reinforced concrete elements taking account of the proposed function of the structure and exposure of precast and prestressed elements. Application to precast piles is not considered, and neither BS EN 12699 nor BS EN 12794 comments on cracks due to driving.
Table 2.4 Basic code requirements for structural design of concrete and steel piles to BS 8004 and Eurocode 7 Pile type BS 8004 BS EN 1536 BS EN 12699 BS EN 12794 Foundations Bored piles Displacement piles Precast concrete products – piles Precast concrete Concrete grade As BS 8110 As BS EN 1992-1-1 and As BS EN 12794 As BS EN 1992-1-1 [25–40 N/mm2 BS EN 206-1/BS 8500 for BS EN 206-1/BS 8500 typically] concrete insert elements C35/45–C60/70 C20/25–C45/55 Also refer to BS EN13369 (subject to exposure class) Cement content 300–400 kg/m3 Reinforcing steel As BS 8110 As ENV 1994-1-1 for load-bearing As BS EN1008 and elements combining steel BS EN 10138 sections and concrete d Calculated driving 0.8 fck (10% increase stress if stresses monitored) Steel bearing Steel grade As BS 4360 As ENV 1993-5/ [43A, 50B typically] BS EN 10025 S275 and S355 typically a b Steel stress in 0.3fy and 0.5fy compression Calculated driving stress 0.9 fy (20% increase if stresses monitored) Driven cast-in-place Concrete grade As BS 8110 As BS EN 1992-1-1 and BS EN 206-1/BS 8500 C20/25–C30/37 and �C25/30 for semi-dry mix
Page 2 and 3: Pile Design and Construction Practi
Page 4 and 5: Pile Design and Construction Practi
Page 6 and 7: Contents Preface to fifth edition i
Page 8 and 9: 7.3 Designing piles to resist drivi
Page 10 and 11: Preface to fifth edition Piling rig
Page 12: Preface to fifth edition xi Pearson
Page 16 and 17: Chapter 1 General principles and pr
Page 18 and 19: (a) Backfill Bulb of pressure Appli
Page 20 and 21: 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 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 72 and 73: (a) (b) Figure 2.29 (a) The ScrewSo
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
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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
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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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