Pile Design and Construction Practice, Fifth edition

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In SI units, equation 8.8 becomes f �� 7.8C Dh� u c� 2 (8.9) Values of and for different positions relative to the location of the wave crest are shown in Figure 8.12 and Table 8.1. This table also lists the average values of and together with the heights to the centroid of the two components. The wave forces and moments applied to each increment of height of pile projecting above the scoured sea bed up to wave crest level, and on any underwater bracing or jacket members, are integrated to obtain the total horizontal force on the pile or group of piles and also the overturning moment about the point of fixity below the sea bed. For use with equations 8.8 and 8.9 Newmark (8.7) recommends a value for CD of 0.5 to 0.6 for cylindrical members and 1.5 to 2.0 for the inertia coefficient CM. For rectangular, H and I sections CD can be taken as up to 2.0. Theoretically CD is related to the Reynolds number Re as discussed in the following section. Newmark also recommends that shielding effects produced by closely spaced piles or bracing members should be disregarded when calculating wave forces. BS 6349 (Part 1) draws attention to the effect of impact forces (wave slam) on horizontal members exposed to the crests of advancing waves. Barnacle growth on piles and bracings should be taken into account by allowing an appropriate increase in diameter. It has been reported (8.10) (u/c) 1/g · (du/dt) that marine growths more than 200 mm in thickness have occurred around steel piles of the North Sea gas production platforms after about eight years of exposure. The growths extend down to sea bed where the water depths were about 25 m. If drag forces due to marine growths are excessive, provision can be made for the members to be cleaned periodically by divers. 2 (u/c) 1/g · (du/dt) 2 8.1.4 Current forces on piles The velocities and directions of currents (or tidal streams) affecting the structure are obtained by on-site measurements which should include the determination of the variation in current velocity between the water surface and the sea bed. A curve is plotted relating the velocity to the depth and the current drag force is calculated for each increment of height of the pile above the sea bed. Any scour below the sea bed should be provided for. Current forces are calculated from the equation: F D � 0.5C D�V 2 A n � 8CMD · 1 du g · dt� kN/m2 The components of the above equation are defined in BS 6349 as F D � steady drag force (kN) C D � dimensionless time-averaged drag force coefficients � � water density (tonne/m 3 ) V � incident current velocity (m/sec) A n � Area normal to flow (m 2 ) Piling for marine structures 411 (8.10)
412 Piling for marine structures C D is related to the Reynolds number, which for cylindrical members and normal water temperatures is given by the equation: R e � 9.3VD � 10 5 in sec/m �2 units (8.11) Section 5 of BS 6349 includes graphs relating C D for cylindrical members to their surface roughness and Reynolds number. They show that C D for rough members is in the range of 0.4 to 0.6 for Reynolds numbers between 10 5 and 10 6 . The code gives values for C D and C 1 (C M in equation 8.7) for square section piles as shown in Figure 8.13 and Table 8.2. If piles or other submerged members are placed in closely spaced groups, shielding of current forces in the lee of the leading member will occur. Shielding can be allowed for by modifying the drag coefficient. Values of the shielding coefficient have been established by Chappelaar (8.11) . Where currents are associated with waves it may be necessary to add the current velocity vectorially to the water-particle velocity u to arrive at the total force on a member. Also, the possibility of an increase in the effective diameter and roughness of a submerged member due to barnacle growth must be considered. Having calculated the current force on a pile it is necessary to check that oscillation will not take place as a result of vortex shedding induced by the current flow. This oscillation occurs transversely to the direction of current flow when the frequency of shedding pairs of vortices coincides with the natural frequency of the pile. Determination of the critical velocity for the various forms of flow-induced oscillation of cylindrical members is given in BS 6349-1, Clause 38.3, by the equation: V crit � Kf N W s where K is a constant equal to 1.2 for onset of in-line motion 2.0 for maximum amplitude of in-line motion 3.5 for onset of cross-flow motion 5.5 for maximum amplitude of cross-flow motion fN � natural frequency of the cylinder Ws � diameter of the cylinder. (a) (c) (b) Flow direction Figure 8.13 Flow conditions for determining drag conditions. R y s (8.12)
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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
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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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Page 378 and 379: sustained horizontal load which can
Page 380 and 381: Calculating the allowable horizonta
Page 382 and 383: Pile cap (Weight�2475 kN) F E D C
Page 384 and 385: The resultant of the vertical and h
Page 386 and 387: The Brinch Hansen bearing capacity
Page 388 and 389: Modulus of elasticity of pile � 2
Page 390 and 391: Chapter 7 Some aspects of the struc
Page 392 and 393: (a) (b) (c) Lifting rope Lifting po
Page 394 and 395: 7.3 Designing piles to resist drivi
Page 396 and 397: Structural design of piles and pile
Page 400 and 401: should not arise if the piles are d
Page 402 and 403: (a) (b) (c) M.S.plate cover M.S.cap
Page 404 and 405: 45˚ Structural design of piles and
Page 406 and 407: X Column Y9 Y9 Y Critical section f
Page 408 and 409: 7.9 The design of pile capping beam
Page 410 and 411: Damp-proof course Cranked vent Grou
Page 414 and 415: (a) (b) Deck of wharf Fender Rubber
Page 416 and 417: (a) (b) y y e z f A The bending mom
Page 418 and 419: Piling for marine structures 403 th
Page 420 and 421: Pipe trunkways Hose handling platfo
Page 422 and 423: Piling for marine structures 407 8.
Page 424 and 425: Piling for marine structures 409 sh
Page 428 and 429: The natural frequency of the member
Page 430 and 431: The empirical equation of Korzhavin
Page 432 and 433: Piling for marine structures 417 re
Page 434 and 435: Table 8.3 Minimum safety factors fo
Page 436 and 437: Piling for marine structures 421 th
Page 438 and 439: Piling for marine structures 423 sh
Page 440 and 441: 8.21 GERWICK, B. C. Construction of
Page 442 and 443: Soil resistance p in kN per m of de
Page 444 and 445: From Figures 6.29a and b the comput
Page 446 and 447: giving 9.7y � 0.26, y � 0.26
Page 448 and 449: From �7.5 to �3.0 m: no increas
Page 450 and 451: Miscellaneous piling problems 435 W
Page 452 and 453: 9.2 Piling for underpinning Miscell
Page 454 and 455: Miscellaneous piling problems 439 B
Page 456 and 457: Miscellaneous piling problems 441 T
Page 458 and 459: Miscellaneous piling problems 443 p
Page 460 and 461: Longitudinal reinforcement is provi
Page 462 and 463: Light-gauge steel lining tubes Stow
Page 464 and 465: When inspecting the geological cond
Page 466 and 467: Miscellaneous piling problems 451 f
Page 468 and 469: natural ‘freeze-back’ around th
Page 470 and 471: Miscellaneous piling problems 455 b
Page 472 and 473: Miscellaneous piling problems 457 w
Page 474 and 475: 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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Pile Design and Construction Practice, Fifth edition

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