Pile Design and Construction Practice, Fifth edition

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Depth below ground level (m) Figure 4.44 0 5 10 15 20 25 30 35 40 45 5 12.0 Cone resistance (MN/m 15 20 25 2 ) 26.0 Resistance of piles to compressive loads 231 12.000 Loose becoming medium-dense fine sand 28.000 Dense mediumfine sand 46.000 At 12 m, ultimate unit shaft friction resistance � f s � 0.012 � 1 � 10 3 � 12 kN/m 2 At 26 m, f s � 0.012 � 5 � 10 3 � 60 kN/m 2 At 28 m, f s � 0.012 � 8 � 10 3 � 96 kN/m 2 Total shaft friction � Required ultimate base resistance � �8 MN/m2 (900 � 2.5 � 933) �/4 � 0.452 � 103 (12 � 60) � 14 � (60 � 96) � 2 � � � 0.45 � 933 kN 2 This resistance is likely to be available at 28 m as an average over a distance of 8 pile diameters above the toe and 4 diameters below the toe. Over 4 diameters below the toe 2.0 Rock Ground water Soft silty clay (c u=10 kN/m 2 )
232 Resistance of piles to compressive loads q c�1 � (7 � 15) � 0.5 � 11 MN/m 2 , and over 8 diameters above the toe q c�2 � (5 � 8) � 0.5 � 6.5 MN/m 2 as equation 4.19, giving average q c at 28m of 8.75 MN/m 2 . Therefore Base resistance � 8.75 � 0.45 2 �10 3 � 1392 kN Total pile resistance � 933 � 1392 � 2225 kN. Factor of safety � 2225 / 900 � 2.5 (satisfactory). Example 4.6 Calculate the ultimate bearing capacity of a 914 mm OD � 19 mm wall thickness tubular steel pile driven with a closed end to a depth of 17 m below ground level in the soil conditions shown in Figure 4.18a and compare the capacity with that of an open-end pile driven to the same depth. Pile characteristics are: External perimeter 2.87 m Internal perimeter 2.75 m For 38 mm shoe, net cross-sectional area at toe � 0.1046 m2 . Gross base area � 0.656 m2 . The shaft friction on the pile shaft is calculated from the characteristic curve shown in Figure 4.18a. Ignore any shaft friction in the soft clay. The coefficient from Table 4.12 is 0.008. At 6.5 m ultimate unit shaft friction � 0.008 � 4 � 0.032 MN/m2 At 14.5 m ultimate unit shaft friction � 0.008 � 9 � 0.072 MN/m2 At 17.0 m ultimate unit shaft friction � 0.008 � 9.9 � 0.079 MN/m2 Total external shaft friction 6.5 to 17.0 m � [(0.032 �0.072) � 8 � (0.072 � 0.079) � 2.5] � 0.5 � 2.87 � 1.74 MN From average curve in Figure 4.18a, base resistance � 9.9 � 0.656 � 6.49 MN Total ultimate pile resistance � 1.74 � 6.49 � 8.23 MN Figure 4.19 shows that the limiting value of about 10 MN/m 2 for base resistance in fine to coarse sand is not exceeded. The total pile resistance can be checked by converting the cone resistance to the equivalent angle of shearing resistance of the sand. Assume ground water level at ground level. Effective overburden pressure at 17 m � 8 � 6.5 � 10 � 10.5 � 157 kN/m 2 From Figure 4.11, for q c � 9.9 MN/m 2 , � � 37�. From Figure 4.13, N q � 70. Therefore, ultimate unit bearing pressure � 70 �157 �10 –3 � 11 MN/m 2 , which is close to the value taken directly from Figure 4.18a. Adopting a factor of safety of 2.5, the allowable load by permissible stress methods is: 8.23/2.5 � 3.29 MN. The allowable load can be checked for compliance with the EC7 recommendations. For an allowable load of 3.29 MN, the design actions are for set A1, 1.35 � 3.29 � 4.44 MN, and for set A2, 1.0 � 3.29 � 3.29 MN.
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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
Page 196 and 197: Depth to NAP datum (m) Cone resista
Page 198 and 199: The conditions at the interface can
Page 200 and 201: The shear modulus G in equation 4.3
Page 202 and 203: Resistance of piles to compressive
Page 204 and 205: 2.0 OD tubular steel pile with clos
Page 206 and 207: where Resistance of piles to compre
Page 208 and 209: eached the point of ultimate resist
Page 210 and 211: (4) Obtain the safe end-bearing loa
Page 212 and 213: Vertical force, t t-z curve Vertica
Page 214 and 215: where the bearing capacity factor:
Page 216 and 217: and RQD of the rock as shown in Tab
Page 218 and 219: Depth below ground level (m) 0 5 10
Page 220 and 221: settlement of the pile are summariz
Page 222 and 223: Rock socket reduction factor a 1.0
Page 224 and 225: Table 4.17 � and � values of we
Page 228 and 229: Influence factor, l p 2.0 1.6 1.2 0
Page 230 and 231: (a) (b) No load on pile head Residu
Page 240 and 241: a closed end into a deep deposit of
Page 242 and 243: Average shearing strength along pil
Page 244 and 245: It is assumed that the shear streng
Page 248 and 249: Figure 4.45 Depth below ground leve
Page 250 and 251: Depth of h(m) Segment (m bql) � h
Page 252 and 253: For a wall thickness of 19 mm in mi
Page 256 and 257: Pile groups under compressive loadi
Page 258 and 259: 24.0 m 16.0 m The comparative group
Page 260 and 261: where c � cohesion intercept of s
Page 262 and 263: Inclination factor, i c Inclination
Page 266 and 267: z/B 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7
Page 268 and 269: Compressive stress 1.5 q n q n B A
Page 270 and 271: E u/c u 3000 2500 2000 1500 1000 50
Page 272 and 273: 0 0 1 2 3 4 H/B 5 6 7 8 9 0 1 2 3 4
Page 276 and 277: D LB LB D 0.50 0 0.1 0.2 0.3 0.4 0.
Page 284 and 285: Initial tangent constrained modulus
Page 286 and 287: factor N for which Schmertmann sugg
Page 290 and 291: 0 0 2 4 H/B 6 8 10 Influence factor
Page 294 and 295: Overall loading 100 kN/m2 (a) (b) (
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Pile groups under compressive loadi
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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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