Pile Design and Construction Practice, Fifth edition

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Pile groups under compressive loading 265 Burland and Burbidge (5.19) have developed an empirical relationship between standard penetration test N-values and a term they have called the foundation subgrade compressibility, a f. This term is used in the equations: I c � a f B 0.7 and a f � � pi � q (5.26) (in mm per kN/m 2 ) (5.27) where Ic is a compressibility index B is the foundation width is the immediate settlement in mm ��i �q is the increment of foundation pressure in kN/m 2 I c and a f are related to the standard penetration test results shown in Figure 5.26 for normally consolidated granular soils. In very fine and silty sands below the water table where N is greater than 15 the Terzaghi and Peck correction factor should be applied, giving N (corrected) � 15�0.5(N�15) (5.28) Where the material is gravel or sandy gravel, Burland and Burbidge recommend a correction: N (corrected) � 1.25 N (5.29) It should be noted that the I c values in Figure 5.26 are based on the average N-values over the depth of influence, z I, of the foundation pressure. The depth of influence is related to the width of the loaded breadth B in Figure 5.27 for cases where N increases or is constant with depth. Where N shows consistent decrease with depth, z f is taken as equal to 2B or the base of the compressive layer, whichever is the lesser. The average N in Figure 5.26 is the arithmetic mean of the N-values over the depth of influence. In a normally consolidated sand the immediate average settlement, � i, corresponding to the average net applied pressure, q�, is given by � i � q��B 0.7 � I c (in mm) (5.30) In an over-consolidated sand or for loading at the base of an excavation for which the maximum previous overburden pressure was � vo and where q� is greater than � vo, the immediate settlement is given by � i � � q��2 3 � vo� B0.7 � I c (in mm) where q� is less than � vo equation 5.31a becomes � i � q��B 0.7 � I c 3 (in mm) (5.31a) (5.31b)
100 I c 10 1 Lower limit af 102 B0.7 af mm/kN/m2 q1 I � c � Dri � D B is in metres Upper limit Compressibility grades VII VI V IV - III II I 0.1 1 10 100 Standard penetration test, N-value (Blows/0.3 m) Figure 5.26 Relationship between compressibility index and average N-value over depth of influence (after Burland and Burbidge (5.19) ). z 1 , metres 100 10 1 1 10 100 B, metres Figure 5.27 Relationship between breadth of loaded area and depth of influence z I (after Burland and Burbridge (5.19) ).
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Pile Design and Construction Practi
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Pile Design and Construction Practi
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Contents Preface to fifth edition i
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7.3 Designing piles to resist drivi
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Preface to fifth edition Piling rig
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Preface to fifth edition xi Pearson
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Chapter 1 General principles and pr
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(a) Backfill Bulb of pressure Appli
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are allowed to be used by Eurocode
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application of different load facto
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Load transfer The contractor’s gu
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(7) Jacked-down steel tube with clo
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Types of pile 13 needed to avoid cr
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(a) (b) Precast concrete Head of ti
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Table 2.2 Modification factor K 2 b
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4d d 10 mm M.S. plate sleeve tarred
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Table 2.3 Working loads and maximum
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Cement content �300 kg/m3 �325
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Types of pile 25 Table 2.5 BS 8004
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(a) (b) (c) (d) Cast iron or cast s
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Sheathing Bottom boards Figure 2.9
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Misplaced bearers Lifting holes Cra
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Section Bayonet plug Plan Locking p
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Existing foundation Precast pile ca
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Types of pile 37 Where very long le
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Types of pile 39 rotate during driv
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Types of pile 41 Because of their r
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(a) (b) Types of pile 43 Figure 2.2
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(a) (b) Welds Welds Types of pile 4
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(a) M.S. plate shoe Welds (b) 2.2.6
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Types of pile 49 brittle fracture r
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(a) (b) (c) Hammer Driving tube Con
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Types of pile 53 all cast-in-place
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Figure 2.28 The TaperTube pile.
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(a) (b) Figure 2.29 (a) The ScrewSo
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Types of pile 59 The simplest form
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Types of pile 61 Transverse reinfor
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Types of pile 63 completion the res
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Types of pile 65 permanently in the
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Types of pile 67 (3) Construction o
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Types of pile 69 can withstand fair
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Chapter 3 Piling equipment and meth
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Piling equipment and methods 73 A r
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Maximum height 26.32 m Usable leade
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Figure 3.4 Liebherr LRH 400 48 m lo
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Piling equipment and methods 79 the
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Piling frame Single-acting hammer S
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Guides for engaging leaders Steam o
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Table 3.1 Characteristics of some s
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Table 3.2 Characteristics of some h
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Piling equipment and methods 89 Tab
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Table 3.4 Characteristics of some d
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Figure 3.16 Driving a pile casing w
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Table 3.5 Continued Piling equipmen
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Soil resistance to driving (MN) 25
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Figure 3.19 Noise-abatement tower u
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Dolly M.S. plate Plastics Hardwood
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Standard elbow bend Detachable scre
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Figure 3.24 Discharging concrete in
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Piling equipment and methods 107 Fi
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Table 3.6 Continued Piling equipmen
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Figure 3.30 Top-hinged under-reamin
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Rotary table Hydraulic motor Water
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Piling equipment and methods 121 sl
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Pile head Pile base 2 holes ∅ 4 m
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Piling equipment and methods 125 Ca
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Piling equipment and methods 127 sm
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Piling equipment and methods 131 Th
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Piling equipment and methods 133 th
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Piling equipment and methods 135 Pi
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Piling equipment and methods 137 ve
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Chapter 4 Calculating the resistanc
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O C Settlement A Reloading Load B U
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Resistance of piles to compressive
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for spread foundations in various c
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structural actions and A2 to geotec
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Geometrical data are concerned with
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Figure 4.3 Failure surfaces for com
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Depth below ground level in m 5.6 1
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(a) (b) Peak adhesion factor a p Le
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orehole or test profile over the pe
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Effective length Shaft friction not
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4.3 Piles in coarse-grained soils 4
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Depth below ground surface (m) Resi
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Depth of penetration (m) 0 0 5 10 1
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using standard penetration tests or
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� � Resistance of piles to comp
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Safety factors generally used in th
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Depth to NAP datum (m) Cone resista
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The conditions at the interface can
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The shear modulus G in equation 4.3
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2.0 OD tubular steel pile with clos
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where Resistance of piles to compre
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eached the point of ultimate resist
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(4) Obtain the safe end-bearing loa
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Vertical force, t t-z curve Vertica
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where the bearing capacity factor:
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and RQD of the rock as shown in Tab
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Depth below ground level (m) 0 5 10
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settlement of the pile are summariz
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Rock socket reduction factor a 1.0
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Table 4.17 � and � values of we
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Influence factor, l p 2.0 1.6 1.2 0
Page 230 and 231: (a) (b) No load on pile head Residu
Page 232 and 233: Resistance of piles to compressive
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
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) (
Page 298 and 299: (a) (b) (c) (d) Pile groups under c
Page 306 and 307: Depth below ground level in m 5 10
Page 308 and 309: For the arrangement of the piles sh
Page 312 and 313: Soft clay Sand B/2 5 11.2 m Figure
Page 316 and 317: Unit negative skin friction at top
Page 320 and 321: Chapter 6 The design of piled found
Page 322 and 323: (a) Tie rod Wholly compression Whol
Page 324 and 325: esistance of cylindrical augered fo
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Page 328 and 329: 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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