Pile Design and Construction Practice, Fifth edition

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where the bearing capacity factor: N� � tan 2� 45� � � 2� The variations in caused by joints in the rock mass are demonstrated by the comparisons in Table 4.13 of observations of the ultimate base resistance of driven and bored piles terminated in weak mudstones, siltstones and sandstones with the corresponding N� values calculated from equation 4.40. For these rocks the values as recommended by Wyllie (4.39) N� � are in the range of 27� to 34� giving N� values from 2.7 to 3.4. It will be noted that the calculated N� values in Table 4.13 are considerably lower than the range of 2.7 to 3.4 established for rocks with widely spaced and tight joints. The reduction is most probably due to the jointing characteristics of the rock formation in which the tests were made. A measure of the joint spacing is the rock quality designation (RQD) determined as described in Section 11.1.4. Kulhawy and Goodman (4.40,4.41) showed that the ultimate base resistance (q ub) can be related to the RQD of the rock mass as shown in Table 4.14. Where laboratory tests can be made on undisturbed samples of weak rocks to obtain the parameters c and , Kulhawy and Goodman (4.40, 4.41) � state that the ultimate bearing capacity of the jointed rock beneath the pile toe can be obtained from the equation: q ub � cN c � �DN q � � BN � 2 Resistance of piles to compressive loads 199 (4.40) Table 4.13 Observed ultimate base resistance values of piles terminated in weak mudstones, siltstones, and sandstones Description of rock Pile type Plate or pile Observed bearing Calculated diameter (mm) pressure at failure (MN/m 2 ) Mudstone/siltstone Bored 900 5.6 0.25 moderately weak Mudstone, highly to Plate test 457 9.2 1.25 moderately weathered weak Cretaceous mudstone Bored 670 6.8 3.0 weak, weathered, clayey Weak carbonate Driven 762 5.11 1.5 siltstone/sandstone (coral detrital limestone) Calcareous sandstone Driven tube 200 3.0 1.2 weak Sandstone, weak to Driven 275 19 a 1.75 moderately weak Note a From dynamic pile test. N �
200 Resistance of piles to compressive loads where c � undrained shearing resistance B � base width D � base depth below the rock surface � � effective density of the rock mass Nc, Nq, and N� � bearing capacity factors related to � as shown in Figure 4.30. The above equation represents wedge failure conditions beneath a strip foundation and should not be confused with Terzaghi’s equation for spread foundations. Because equation 4.40 is for strip loading the value of cNc should be multiplied by a factor of 1.25 for a square pile or 1.2 for a circular pile base. Also the term �BN�/2 should be corrected by the factors 0.8 or 0.7 for square or circular bases respectively. The term �BN�/2 is small compared with cNc and is often neglected. Where it is difficult to obtain satisfactory samples for laboratory testing to determine c or � the relationship of these parameters to the uniaxial compression strength Table 4.14 Ultimate base resistance of piles related to the uniaxial compression strength of the intact rock and the RQD of the rock mass RQD (%) q ub c � (�) 0–70 0.33q uc 0.1q uc 30 70–100 0.33–0.8q uc 0.1q uc 30–60 Bearing capacity factor 1000 100 10 N q N c 1 0 10 20 N g 30 40 50 60 70 Friction angle, f Figure 4.30 Wedge bearing capacity factors for foundations on rock (reprinted from Pells and Turner (4.42) ).
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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
Page 22 and 23:
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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Resistance of piles to compressive
Page 164 and 165: structural actions and A2 to geotec
Page 166 and 167: Geometrical data are concerned with
Page 168 and 169: Figure 4.3 Failure surfaces for com
Page 170 and 171: Depth below ground level in m 5.6 1
Page 172 and 173: (a) (b) Peak adhesion factor a p Le
Page 174 and 175: orehole or test profile over the pe
Page 176 and 177: Resistance of piles to compressive
Page 178 and 179: Effective length Shaft friction not
Page 180 and 181: 4.3 Piles in coarse-grained soils 4
Page 182 and 183: Depth below ground surface (m) Resi
Page 184 and 185: Depth of penetration (m) 0 0 5 10 1
Page 186 and 187: using standard penetration tests or
Page 188 and 189: � � Resistance of piles to comp
Page 194 and 195: 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 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 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 246 and 247: Depth below ground level (m) Figure
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
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Pile groups under compressive loadi
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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
Page 442 and 443:
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
Page 563 and 564:
548 Subject index contiguous piles
Page 565 and 566:
550 Subject index Pali Radice piles
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