Pile Design and Construction Practice, Fifth edition

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The Brinch Hansen bearing capacity factors for � � 0� are obtained in the same way as shown above, giving N c � 5.2, s c � 1.05, d c � 1.3 and i c � 0.96. It is evident from the preceding calculation to obtain q ub that the third term in equation 5.1 is small and can be neglected. Characteristic unit base resistance � 190 � 5.2 � 1.05 � 1.3 � 0.96 � 1294.7 kN/m 2 . Applying the R1 resistance factor of 1.0, design resistance � R cd � 1294.7 � 13.0 � 3.1 � 52176 kN which is greater than the design action V' d of 30 000 kN. For Design Approach DA1, combination 2 (sets A2�M2�R1) Design actions, V' d � 1.0 � 30000 � 30000 kN and H' d � 1.3 � 1500 � 1950 kN Eccentricity of loading � 1950(35.0 � 13.7)/30000 � 3.2 m Width of equivalent block foundation � 10.4 � 2 � 3.2 � 4.0 m Dimensions of equivalent block foundation are 13.0 � 4.0 � 7.7 m deep The material factor, � cu, for set M2 is 1.4 and R1 is 1.0 Design unit resistance to bearing failure 136 � 5.2 � 0.9 � 1.3 � 0.86 � 711.6 kN/m 2 Design resistance of foundation � R cd � 711.6 � 13.0 � 4.0 � 37000 kN which is greater than V' d of 30000 kN DA1 is used to check compliance with EC7 with respect to sliding. In the following calculations the passive resistance of the soil to horizontal movement of the piles has been ignored. For DA1, combination 1, the base area of the equivalent block using the factored values of V' and H' is 13.0 � 3.1 � 40.3 m 2 . From Table 4.2, M1 is 1.0 and R1 for spread foundations in respect of sliding is 1.0. Therefore design resistance to sliding � 190 � 1.0 � 1.0 � 40.3 � 7657 kN which is greater than H' d � 1.5 � 1500 � 2250 kN. For DA1, combination 2, base area � 13.0 � 4.0 � 52.0 m 2 , R cd � 1.0 � 136 � 52.0 � 7072 kN which is greater than H� d � 1950 kN. It is also necessary to confirm that the total settlements and tilting of the structure are within safe limits. The following calculations are carried out using unfactored loadings to verify the serviceability limit-state. Calculating first the immediate and consolidation settlements under dead and imposed load, but excluding the wind load. Because the piles have under-reamed bases which carry the major proportion of the load, the base of the equivalent raft will be close to pile base level. The approximate overall dimensions of the equivalent raft outside the toes of the pile bases are 13.8 � 11.2 m. Therefore overall base pressure beneath raft � Piles to resist uplift and lateral loading 371 30 000 13.8 � 11.2 � 194 kN/m 2 Assume a value of E u for the glacial clay of 80 mN/m 2 and a value of m v of 0.05 m 2 /kN. From Figure 5.20 for L/B � 13.8/11.2 � 1.2, H/B ��and D/B � 7.7/11.2 � 0.69 (ignoring
372 Piles to resist uplift and lateral loading the soft clay), � 1 � 0.75 and � 0 � 0.92. Therefore immediate settlement � From Figure 5.13 the average vertical stress at the centre of a layer of thickness 2B is 0.3 � 194 � 58 kN/m2 . The depth factor �d for D/�LB � 0.62 is 0.81 and the geological factor �g is 0.5. Therefore, from equations 5.23 and 5.24 Part of the imposed loading will not be sustained and will not contribute to the long-term settlement. Thus the total settlement under the vertical load of 30 000 kN will probably not exceed 30 mm. It is necessary to estimate the amount of tilting which would occur under sustained wind pressure, i.e. the immediate settlement induced by the horizontal wind force of 1500 kN producing a pressure under the combined vertical and horizontal loading of 30000/(13 � 5.54) � 416 kN/m on the equivalent raft caused by the eccentric 2 loading. For L/B � 13/5.54 � 2.3, H/B ��and D/B � 7.7/5.54 � 1.4, � 1 � 1.0 and � 0 � 0.9 giving immediate settlement � Of this amount 16 mm is due to vertical loading only, giving a tilt of 10 mm due to wind loading. A movement of this order would have a negligible effect on the stability of the tower. The horizontal force on each pile if no wind load is carried by the pile cap is 1500/22 � 68 kN. A pile 1 metre in diameter can carry this load without excessive deflection (see Example 6.4). Example 6.8 Pressuremeter tests made at intervals of depth in a highly weathered weak broken siltstone gave the following parameters: Pressuremeter modulus � E m � 30 MN/m 2 Limit pressure � p l � 1.8 MN/m 2 Creep pressure � p f � 0.8 MN/m 2 The above values were reasonably constant with depth. Draw the deflection curve for a horizontal load applied to the head of a 750 mm pile at the ground surface up to the ultimate load, and obtain the deflection for a horizontal load of half the ultimate. Moment of inertia of uncracked pile � 0.75 � 0.92 � 194 � 11.2 � 1000 � 19 mm 80 � 1000 �c � 0.5 � 0.81 � 0.05 � 58 � 2 � 11.2 � 1 000 � 26 mm 1000 1.0 � 0.9 � 416 � 5.54 � 1000 � 26 mm 80 � 1000 � � 0.754 64 � 0.0155 m 4
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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
Page 336 and 337: Table 6.3 Examples of bond stress b
Page 338 and 339: Top of rock 30˚ 30˚ Figure 6.15 F
Page 340 and 341: (b) P/n & �Vm Vc 2.0 1.8 1.6 1.4
Page 342 and 343: Table 6.4 Partial resistance factor
Page 344 and 345: and adjustment, starting with a ver
Page 346 and 347: Coefficient of subgrade modulus var
Page 348 and 349: where e is the height from the grou
Page 350 and 351: and Thus from Figure 6.24 deflectio
Page 352 and 353: (a) Deflection coefficient Ay (c) D
Page 354 and 355: (a) (b) (c) Depth coefficient Z 0 1
Page 356 and 357: Horizontal load H; Bending moment =
Page 358 and 359: Methods of drawing sets of p-y curv
Page 360 and 361: Calculations to determine the ultim
Page 362 and 363: (a) (b) Pressure Soil reaction p Ps
Page 364 and 365: Z�x/R 0 1.0 2.0 3.0 4.0 5.0 M(z)
Page 366 and 367: (a) yroGc H0 Ep Gc 1/7 (b) 0 0 0.1
Page 368 and 369: (a) determining the compressive and
Page 370 and 371: A X Z B R A Resultant R R B Y C D R
Page 372 and 373: 6.8 FREEMAN, C. F., KLAJNERMAN, D.,
Page 374 and 375: Thus the load to be carried by anch
Page 376 and 377: If high-tensile steel (which has a
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 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 426 and 427: In SI units, equation 8.8 becomes f
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
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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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Pile Design and Construction Practice, Fifth edition

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