Pile Design and Construction Practice, Fifth edition

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Resistance of piles to compressive loads 221 4.11 SKEMPTON, A. W. Cast in-situ bored piles in London Clay, Geotechnique, Vol. 9, No. 4, 1959, pp. 153–73. 4.12 FLEMING, W. G. K. and SLIWINSKI, Z. The use and influence of bentonite in bored pile construction, Construction Industry Research and Information Association (CIRIA), Report PG3, 1977. 4.13 KRAFT, L. M. and LYONS, C. G. Ultimate axial capacity of grouted piles, Proceedings of the 6th Annual Offshore Technology Conference, Houston, 1974, pp. 485–99. 4.14 JONES, D. A. and TURNER, M. J. Load tests on post-grouted micropiles in London Clay, Ground Engineering, September 1980, pp. 47–53. 4.15 BJERRUM, L. Problems of soil mechanics and construction in soft clay, Proceedings of the 8th International Conference, ISSMFE. Moscow, Vol. 3, 1973, pp. 150–7. 4.16 TAYLOR, P. T. Age effect on shaft resistance and effect of loading rate on load distribution of bored piles, PhD Thesis, University of Sheffield, October 1966. 4.17 BALLISAGER, C. C. Bearing capacity of piles in Aarhus Septarian Clay, Danish Geotechnical Institute, Bulletin No. 7, 1959, pp. 14–19. 4.18 PECK, R. B., HANSON, W. E., AND THORNBURN, T. H. Foundation Engineering, 2nd edn, John Wiley, New York, 1974. 4.19 DURGONOGLU, H. T. and MITCHELL, J. K. Static penetration resistance of soils, Proceedings of the Conference on in-situ Measurement of Soil Properties, American Society of Civil Engineers, Raleigh (North Carolina), Vol. 1, 1975, pp. 151–88. 4.20 VESIC, A. S. Design of pile foundations, NCHRP Synthesis 42, Transportation Research Board, Washington, DC, 1977. 4.21 BEREZANTSEV, V. G. et al. Load bearing capacity and deformation of piled foundations, Proceedings of the 5th International Conference, ISSMFE, Paris, Vol. 2, 1961, pp. 11–12. 4.22 KULHAWY, F. H. Limiting tip and side resistance, fact or fallacy, Symposium on Analysis and Design of Pile Foundations, American Society of Civil Engineers, San Francisco, 1984, Proceedings, pp. 80–98. 4.23 DUTT, R. N., MOORE, J. E., and REES, T. C. Behaviour of piles in granular carbonate sediments from offshore Philippines, Proceedings of the Offshore Technology Conference, Houston, Paper No. OTC 4849, 1985, pp. 73–82. 4.24 HIGHT, D. W., LAWRENCE, D. M., FARQUHAR G. B., and POTTS, D. M. Evidence for scale effects in the end bearing capacity of open-end piles in sand, Proceedings of the 28th Offshore Technology Conference, Houston, OTC 7975, 1996, pp. 181–92. 4.25 MEIGH, A. C. Cone penetration testing, CIRIA-Butterworth, 1987. 4.26 TE KAMP, W. C. Sondern end funderingen op palen in zand, Fugro Sounding Symposium, Utrecht, 1977. 4.27 DE GIJT, J. G. and BRASSINGA, H. E. Ontgraving beÏnvlodet de conusweerstand, Land and Water, Vol. 1.2, January 1992, pp. 21–5. 4.28 BROUG, N. W. A. The effect of vertical unloading on cone resistance q c, a theoretical analysis and a practical confirmation, Proceedings First International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, ed. Van Impe, Balkema, Rotterdam, 1988, pp. 523–30. 4.29 HEIJNEN, W. J. Tests on Frankipiles at Zwolle, Netherlands, La technique des Travaux, No. 345, January/February 1974, pp. I–XIX. 4.30 JARDINE, R., CHOW, F. C., OVERY, R., and STANDING, J. ICP Design Methods for Driven Piles in Sands and Clays, Thomas Telford, London, 2005. 4.31 American Petroleum Institute, RP2A-WSD, Recommended practice for planning, designing and constructing fixed offshore platforms – Working stress design, 20th ed, Washington, 1993. 4.32 CHOW, F. C. Investigations into displacement pile behaviour for offshore foundations, PhD Thesis, Imperial College, London, 1997. 4.33 TAPPIN, R. G. R., van DUIVANDIJK., and HAQUE, M. The design and construction of Jamuna Bridge, Bangladesh, Proceedings of the Institution of Civil Engineers, Vol. 126, 1998, pp. 162–80. 4.34 TOMLINSON, M. J. Discussion, British Geotechnical Society Meeting, 1996, Ground Engineering, Vol. 29, No. 10. 1996, pp. 31–33.
222 Resistance of piles to compressive loads 4.35 WHITE, D. J. and BOLTON, M. D. Comparing CPT and pile base resistance in sand, Proceedings of the Institution of Civil Engineers, Geotechnical Engineering, Vol. 158, (GE1), 2005, pp. 3–14. 4.36 TOGROL, E., AYDINOGLU, N., TUGCU, E. K., and BEKAROGLU. Design and Construction of large piles, Proceedings of the 12th International Conference on Soil Mechanics, Rio de Janeiro, Vol. 2, 1992, pp. 1067–72. 4.37 MEYERHOF, G. G. Bearing capacity and settlement of pile foundations, Proceedings of the American Society of Civil Engineers, GT3, 1976, pp. 197–28. 4.38 BURLAND, J. B., BUTLER, F. G., and DUNICAN, P. The behaviour and design of large diameter bored piles in stiff clay, Proceedings of the Symposium on Large Bored Piles, Institution of Civil Engineers and Reinforced Concrete Association, London, 1966, pp. 51–71. 4.39 WYLLIE, D. C. Foundations on Rock, E & FN Spon, London, 1st ed., 1991. 4.40 KULHAWY, F. H. and GOODMAN, R. E. Design of foundations on discontinuous rock, Proceedings of the International Conference on Structural Foundations on rock, Sydney, Vol. 1, 1980, pp. 209–20. 4.41 KULHAWY, F. H. and GOODMAN, R. E. Foundations in rock. Chapter 15, Ground Engineering Reference Book, F. G. Bell (ed.), Butterworth, London, 1987. 4.42 PELLS, P. J. N. and TURNER, R. M. End bearing on rock with particular reference to sandstone, Proceedings of the International Conference on Structural Foundations on rock, Sydney, Vol. 1, 1980, pp. 181–90. 4.43 LORD, J. A., CLAYTON, C. R. I., and MORTIMORE, R. N. Engineering in chalk, Construction Industry Research and Information Association, Report No 574, 2002. 4.44 LUMB, P. The residual soils of Hong Kong, Geotechnique, Vol. 15, 1965, pp. 180–94. 4.45 PILE DESIGN and CONSTRUCTION, GEO Publication No 1/96, Geotechnical Engineering Office, Civil Engineering Dept, Government of Hong Kong. 4.46 BEAKE, R. H. and SUTCLIFFE, G. Pipe pile driveability in the carbonate rocks of the Southern Arabian Gulf, Proceedings of the International Conference on Structural Foundations on Rock, Balkema, Rotterdam, Vol. 1, 1980, pp. 133–49. 4.47 GEORGE, A. B., SHERRELL, F. W., and TOMLINSON, M. J. The behaviour of steel H-piles in slaty mudstone, Geotechnique, Vol. 26, No. 1, 1976, pp. 95–104. 4.48 LEACH, B. and MALLARD, D. J. The design and installation of precast concrete piles in the Keuper Marl of the Severn Estuary, Proceedings of the Conference on Recent Developments in the Design and Construction of Piles, Institution of Civil Engineers, London, 1980, pp. 33–43. 4.49 OSTERBERG, J. O. and GILL, S. A. Load transfer mechanisms for piers socketted in hard soils or rock, Proceedings of the 9th Canadian Symposium on Rock Mechanics, Montreal, 1973, pp. 235–62. 4.50 HORVARTH, R. G. Field load test data on concrete-to-rock bond strength for drilled pier foundations, University of Toronto, publication 78–07, 1978. 4.51 ROSENBERG, P. and JOURNEAUX, N. L. Friction and end bearing tests on bedrock for high capacity socket design, Canadian Geotechnical Journal. Vol. 13, 1976, pp. 324–33. 4.52 WILLIAMS, A. F. and PELLS, P. J. N. Side resistance rock sockets in sandstone, mudstone and shale, Canadian Geotechnical Journal, Vol. 18, 1981, pp. 502–13. 4.53 HOBBS, N. B. Review paper – Rocks, Proceedings of the Conference on Settlement of Structures, British Geotechnical Society, Pentech Press, 1975, pp. 579–610. 4.54 HORVATH, R. G., KENNEY, T. C., and KOZICKI, P. Methods of improving the performance of drilled piles in weak rock, Canadian Geotechnical Journal, Vol. 20, 1983, pp. 758–72. 4.55 CHANDLER, R. J. and FORSTER, A. Engineering in Mercia mudstone, Construction Industry Research and Information Association, Report No. 570, 2001. 4.56 SEEDHOUSE, R. L. and SANCTERS, R. V. Investigations for cooling tower foundations in Mercia mudstone at Ratcliffe-on-Soar, Nottinghamshire, Proceedings of the Conference on Engineering Geology of Weak Rock, A. A. Balkema, Rotterdam, Special Publication No. 8, 1993, pp. 465–72. 4.57 GANNON, J. A., MASTERTON, G. G. T., WALLACE, W. A. and MUIR-WOOD, D. Piled foundations in weak rock, Construction Industry Research and Information Association, Report No. 181, 1999.
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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
Page 186 and 187: using standard penetration tests or
Page 188 and 189: � � Resistance of piles to comp
Page 190 and 191: Resistance of piles to compressive
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 214 and 215: where the bearing capacity factor:
Page 216 and 217: and RQD of the rock as shown in Tab
Page 218 and 219: Depth below ground level (m) 0 5 10
Page 220 and 221: settlement of the pile are summariz
Page 222 and 223: Rock socket reduction factor a 1.0
Page 224 and 225: Table 4.17 � and � values of we
Page 228 and 229: Influence factor, l p 2.0 1.6 1.2 0
Page 230 and 231: (a) (b) No load on pile head Residu
Page 240 and 241: a closed end into a deep deposit of
Page 242 and 243: Average shearing strength along pil
Page 244 and 245: It is assumed that the shear streng
Page 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
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factor N for which Schmertmann sugg
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Pile groups under compressive loadi
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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
Page 342 and 343:
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
Page 360 and 361:
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
Page 482 and 483:
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
Page 494 and 495:
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
Page 518 and 519:
Page 520 and 521:
(a) DCP n (blows/100 mm) 40 35 30 2
Page 522 and 523:
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Page 526 and 527:
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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
Page 548 and 549:
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Page 552 and 553:
experience to give reasonably relia
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Appendix Properties of materials A.
Page 556:
Subdivisions of Grades A to C chalk
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544 Name index Davis, E. H. 354 Dav
Page 561 and 562:
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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