Pile Design and Construction Practice, Fifth edition

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Types of pile 25 Table 2.5 BS 8004 requirements for longitudinal steel reinforcement, hoops, and links in precast piles Longitudinal steel Volume of steel at head Volume of steel in body Other requirements and toe of pile of pile To provide for 0.6% gross volume over 0.2% of gross volume Lapping of short bars lifting, handling, and distance of 3 � pile spaced at not more with main reinforcement superstructure loads width from each end than 1 ⁄2 � pile width to be arranged to avoid and for tensile forces sudden discontinuity caused by ground heave BS EN 12794 states that longitudinal reinforcement shall be a minimum diameter of 8 mm with at least one bar placed in the corner of square piles; circular section piles shall have at least six bars placed around the periphery. Transverse reinforcement must be at least 4 mm in diameter depending on the pile diameter and the pile head must have a minimum of nine links in 500 mm. BS EN 12794 refers to BS EN 13369 for the quality of reinforcement and prestressing steel to be used, which in turn refers to other ENs, such as BS EN 10080 and to the national standards in the countries where the products are to be used. BS 4449 Steel for reinforcement of concrete, has been revised for use with BS EN 10080. Notwithstanding the new standards, users of reinforcing steel are advised to obtain third party certification such as the CARES scheme in the UK. The proportion of main reinforcing steel (Table 2.5) in the form of longitudinal bars is determined by the bending moments induced when the pile is lifted from its casting bed to the stacking area. The magnitude of the bending moments depends on the number and positioning of the lifting points. Design data for various lifting conditions are dealt with in 7.2. In some cases the size of the externally applied lateral or uplift loads may necessitate more main steel than is required by lifting considerations. Lateral steel in the form of hoops and links is provided to prevent shattering or splitting of the pile during driving. In hard driving conditions it is advantageous to place additional lateral steel in the form of a helix at the head of the pile. The helix should be about two pile widths in length with a pitch equal to the spacing of the link steel at the head. It can have zero cover where the pile head is to be cut down for bonding to the cap. A design for a precast concrete pile to comply with BS 8004 for easy driving conditions is shown in Figure 2.5a. A design for a longer octagonal pile suitable for driving to end bearing on rock is shown in Figure 2.5b. The design of a prestressed concrete pile in accordance with the recommendations of BS 8110 is shown in Figure 2.6. Prestressed concrete piles have certain advantages over those of ordinary reinforced concrete. Their principal advantage is in their higher strength to weight ratio, enabling long slender units to be lifted and driven. However, slenderness is not always advantageous since a large cross-sectional area may be needed to mobilize sufficient resistance in shaft friction and end bearing. The second main advantage is the effect of the prestressing in closing up cracks caused during handling and driving. This effect, combined with the high-quality concrete necessary for economic employment of prestressing, gives the prestressed pile increased durability which is advantageous in marine structures and corrosive soils. Prestressed concrete piles should be made with designed concrete mixes of at least C35/45, but as noted above, account should be taken of the special exposure conditions quoted in EC2-1-1 and BS 8500 when deciding on the concrete class to be used. Minimum percentages of prestressing steel stipulated in BS EN 12794 are 0.1% of cross-sectional area
Lifting point at 5000 from head 1075 Links @ 70 crs 1120 Transition 15000 10500 Links @ 175 crs (a) 1150 Transition 1050 Links @ 70 crs 100 100 350 8 φ M.S. links throughout 25 φ M.S. main bars 40 cover to links 350 8 φ links 25 φ M.S. main bars (b) 23000 Lifting hole at 7700 from head 1450 17100 1450 1500 Transition Links @ 150 crs Transition Links @ 50 crs A Helix at 50 pitch 1500 Links @ 50 crs B B 8 φ M.S. links throughout A 500 Cast steel body 8 φ Helix at 50 pitch 25 φ H.T.S. main bars Hardened steel point 90 dia. 500 SECTION A-A SECTION B-B Figure 2.5 Design for precast concrete piles (a) 350 mm square pile 15 m long (b) 500 mm octagonal pile 23 m long. Lifting lug 2900 from toe 14 500 Lifiting lug 2 900 from head 1040 1000 10 500 1000 960 Links @ 40 crs Spacing transition Links @ 120 crs 40 cover to links Spacing transition Links @ 40 crs 40 cover 300 300 20 φ M.S. bars for 25 chamfer bonding to pile cap 6 φ M.S. links throughout 1no. 7-wire 12.5dia. H.T.S. strand Cast steel shoe 1no. 7-wire 12.5dia. H.T.S. strand in each corner Figure 2.6 Design for prestressed concrete pile.
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 36 and 37: Table 2.3 Working loads and maximum
Page 38 and 39: Cement content �300 kg/m3 �325
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
Page 86 and 87: Chapter 3 Piling equipment and meth
Page 88 and 89: 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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