Preface |
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xiii | |
Author |
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xv | |
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1 | (38) |
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1.1 Floating and compliant structures |
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2 | (4) |
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2 | (1) |
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1.1.2 Tension leg platform |
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3 | (1) |
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4 | (1) |
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4 | (1) |
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1.1.5 Arrays of floating units |
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4 | (2) |
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6 | (12) |
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7 | (1) |
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8 | (2) |
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1.2.3 Drag embedded anchors |
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10 | (2) |
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1.2.4 Suction embedded plate anchors |
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12 | (1) |
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1.2.5 Dynamically installed piles |
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13 | (1) |
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1.2.6 Dynamically installed plate anchors |
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14 | (1) |
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1.2.7 Other direct embedment plate anchors |
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15 | (2) |
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1.2.8 Dead weight anchors |
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17 | (1) |
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1.3 Mechanisms of resistance |
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18 | (6) |
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1.3.1 Soil shearing resistance |
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18 | (2) |
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20 | (2) |
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1.3.3 Structural resistance |
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22 | (1) |
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22 | (2) |
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24 | (4) |
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24 | (1) |
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25 | (1) |
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26 | (1) |
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1.4.4 Out-of-plane loading |
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27 | (1) |
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28 | (6) |
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1.5.1 Installation and load capacity characteristics |
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28 | (3) |
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31 | (2) |
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1.5.3 Maintaining embedment |
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33 | (1) |
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34 | (5) |
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35 | (4) |
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39 | (54) |
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39 | (25) |
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2.1.1 Consolidation stress state |
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40 | (1) |
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2.1.2 Preconsolidation stress |
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41 | (1) |
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2.1.3 Coefficient of earth pressure at rest |
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42 | (2) |
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2.1.4 Advanced laboratory strength tests |
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44 | (1) |
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2.1.5 Normalized behavior |
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45 | (2) |
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47 | (3) |
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2.1.7 Influence of overconsolidation |
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50 | (1) |
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2.1.8 General conditions of consolidation |
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50 | (1) |
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2.1.9 Strain rate effects |
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51 | (2) |
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53 | (1) |
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53 | (1) |
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2.1.12 Sample disturbance |
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54 | (3) |
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2.1.13 Sample reconsolidation |
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57 | (1) |
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58 | (6) |
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2.1.15 Undrained stiffness |
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64 | (1) |
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64 | (8) |
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2.2.1 Primary consolidation deformations |
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65 | (2) |
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2.2.2 Secondary compression |
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67 | (2) |
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2.2.3 Coefficient of consolidation and permeability |
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69 | (2) |
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71 | (1) |
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72 | (10) |
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2.3.1 Drained stress-strain-strength behavior |
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72 | (2) |
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2.3.2 Correlations to density and stress level |
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74 | (1) |
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75 | (1) |
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2.3.4 Correlations to CPTU tip resistance |
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76 | (2) |
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78 | (4) |
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82 | (11) |
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87 | (6) |
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93 | (42) |
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94 | (7) |
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3.1.1 The yield criterion |
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94 | (2) |
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3.1.2 The flow rule and internal energy dissipation |
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96 | (4) |
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3.1.3 Generalized stresses and strains |
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100 | (1) |
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3.2 Plastic limit analysis |
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101 | (5) |
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3.2.1 Lower and upper bound theorems |
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101 | (1) |
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3.2.2 Virtual work analysis |
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101 | (3) |
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3.2.3 Method of characteristics |
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104 | (2) |
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3.3 Soil constitutive behavior |
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106 | (5) |
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3.3.1 Linearly elastic--perfectly plastic |
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107 | (1) |
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108 | (1) |
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3.3.3 Advanced elasto-plastic models |
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109 | (2) |
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3.4 Cavity expansion methods |
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111 | (8) |
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3.4.1 Cylindrical cavity expansion |
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112 | (2) |
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3.4.2 The strain path method |
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114 | (4) |
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3.4.3 Installation disturbance |
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118 | (1) |
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3.5 Finite element methods |
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119 | (16) |
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120 | (4) |
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3.5.2 Coupled poro-elastic analysis |
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124 | (2) |
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3.5.3 Uncoupled consolidation |
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126 | (2) |
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128 | (2) |
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3.5.5 Optimization methods |
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130 | (2) |
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132 | (3) |
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135 | (26) |
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135 | (15) |
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136 | (2) |
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138 | (1) |
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4.1.3 Eccentric normal loading on rectangular plates |
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139 | (2) |
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4.1.4 Shear-torsion on plates |
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141 | (4) |
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4.1.5 General combined loading |
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145 | (1) |
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4.1.6 Free surface effects |
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145 | (2) |
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4.1.7 Inclined shallow anchors |
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147 | (3) |
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150 | (11) |
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150 | (3) |
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153 | (1) |
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4.2.3 Free surface effects for lateral loading |
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154 | (5) |
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159 | (2) |
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161 | (14) |
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5.1 Soil resistance on anchor line |
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161 | (2) |
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5.1.1 Slack line on seabed |
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161 | (1) |
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5.1.2 Embedded line or chain |
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162 | (1) |
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5.2 Anchor line tension in soil column |
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163 | (2) |
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5.3 Anchor line configuration in soil |
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165 | (2) |
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5.4 Coupling to anchor line in water column |
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167 | (2) |
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5.5 Modification for composite mooring lines |
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169 | (3) |
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5.6 Interaction with a stationary anchor |
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172 | (3) |
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173 | (2) |
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6 Caisson and pile installation and setup |
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175 | (38) |
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6.1 Suction installation in clay |
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175 | (4) |
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6.1.1 Required underpressure |
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175 | (2) |
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177 | (1) |
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178 | (1) |
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6.1.4 Practical considerations |
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179 | (1) |
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6.2 Suction installation in sand |
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179 | (8) |
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6.2.1 Soil resistance for no seepage flow |
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180 | (1) |
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181 | (2) |
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6.2.3 Estimating soil disturbance effects |
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183 | (1) |
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6.2.4 Side resistance and maximum penetration depth |
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184 | (1) |
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6.2.5 Required underpressure |
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184 | (2) |
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6.2.6 Practical considerations |
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186 | (1) |
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187 | (5) |
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188 | (2) |
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6.3.2 Analytical solution |
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190 | (2) |
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6.3.3 Total energy method |
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192 | (1) |
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192 | (9) |
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6.4.1 Elastic wave propagation |
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194 | (4) |
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6.4.2 Wave equation analysis of piles |
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198 | (3) |
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201 | (7) |
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6.5.1 Predictive framework |
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201 | (2) |
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203 | (3) |
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6.5.3 Dynamically installed piles |
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206 | (1) |
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206 | (2) |
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208 | (5) |
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210 | (3) |
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7 Caisson and pile ultimate capacity |
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213 | (30) |
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7.1 Axial capacity in clay |
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213 | (4) |
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213 | (2) |
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215 | (2) |
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217 | (1) |
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7.2 Axial capacity in sands |
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217 | (4) |
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218 | (1) |
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218 | (3) |
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7.3 Horizontal capacity of piles in clay |
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221 | (8) |
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7.3.1 Horizontal-moment interaction: Lf/D > 3 |
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221 | (3) |
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7.3.2 Optimal load attachment depth |
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224 | (1) |
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7.3.3 Yield locus representation |
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225 | (2) |
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227 | (1) |
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7.3.5 Effects of anisotropy |
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227 | (2) |
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7.4 Combined loading in clay |
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229 | (7) |
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7.4.1 Side axial-lateral interaction |
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229 | (4) |
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7.4.2 End axial-moment interaction |
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233 | (1) |
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7.4.3 Virtual work solution |
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234 | (1) |
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235 | (1) |
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236 | (1) |
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7.6 Laterally load piles in sands |
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237 | (2) |
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239 | (4) |
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240 | (3) |
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8 Elastic effects and soil-pile interaction |
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243 | (38) |
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244 | (4) |
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244 | (2) |
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246 | (2) |
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8.2 Lateral soil resistance |
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248 | (4) |
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8.2.1 Experimental measurement |
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249 | (2) |
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8.2.2 Application to design |
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251 | (1) |
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8.3 P--y curves for monotonic loading |
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252 | (6) |
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252 | (3) |
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255 | (2) |
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257 | (1) |
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258 | (2) |
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8.5 True nonlinear behavior |
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260 | (5) |
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8.5.1 Phenomenological description |
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261 | (2) |
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8.5.2 Incremental plasticity models |
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263 | (2) |
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8.6 Soil-pile interaction |
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265 | (8) |
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265 | (3) |
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268 | (4) |
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8.6.3 Beam-column effects |
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272 | (1) |
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8.7 Short piles and caissons |
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273 | (8) |
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8.7.1 Circumferential distribution of soil resistance |
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275 | (2) |
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8.7.2 Elastic effects and ovalization |
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277 | (2) |
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279 | (2) |
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281 | (52) |
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9.1 Basic description of DEAs |
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281 | (3) |
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284 | (2) |
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9.2.1 Design guide of NCEL |
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284 | (1) |
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9.2.2 Manufacturer guidelines |
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285 | (1) |
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9.3 Undrained behavior of an embedded plate |
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286 | (12) |
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289 | (4) |
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293 | (2) |
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295 | (3) |
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298 | (4) |
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298 | (2) |
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9.4.2 Post-set trajectory |
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300 | (2) |
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9.5 Factors affecting DEA performance |
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302 | (3) |
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302 | (1) |
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303 | (1) |
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9.5.3 Mooring line properties |
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303 | (2) |
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9.6 Calibration to case history data |
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305 | (8) |
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9.6.1 Joint industry project Gulf of Mexico |
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307 | (1) |
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9.6.2 South Timbalier Block 295 Gulf of Mexico |
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308 | (3) |
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311 | (1) |
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9.6.4 Offshore Brazil P-13 |
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311 | (2) |
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9.6.5 Offshore Brazil Campos Basin P-27 |
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313 | (1) |
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9.7 Vertically loaded anchors |
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313 | (5) |
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315 | (1) |
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9.7.2 VLA trajectory simulation |
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316 | (2) |
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9.8 Stratified soil profiles |
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318 | (2) |
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320 | (6) |
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9.9.1 Analysis of thin shank anchors |
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321 | (2) |
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323 | (3) |
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326 | (2) |
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9.11 Additional considerations |
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328 | (5) |
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330 | (3) |
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10 Direct embedment plate anchors |
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333 | (34) |
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10.1 Suction embedded plate anchors |
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333 | (10) |
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10.1.1 System of forces on anchor |
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334 | (1) |
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335 | (2) |
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10.1.3 Interaction with mooring line |
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337 | (1) |
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10.1.4 Example trajectory calculations |
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338 | (2) |
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10.1.5 Comparison to experimental data |
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340 | (1) |
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10.1.6 Parametric studies |
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341 | (1) |
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10.1.7 Performance of keying flap |
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342 | (1) |
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10.2 Pile driven plate anchors |
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343 | (8) |
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10.2.1 Load capacity of strip anchors in sand |
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345 | (2) |
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10.2.2 Finite length effects |
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347 | (2) |
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10.2.3 Effect of anchor orientation |
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349 | (1) |
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350 | (1) |
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10.2.5 Keying loss of embedment |
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350 | (1) |
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10.3 Dynamically embedded plate anchors |
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351 | (7) |
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353 | (2) |
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10.3.2 Keying loss of embedment |
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355 | (2) |
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357 | (1) |
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358 | (9) |
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10.4.1 Axial capacity in clay |
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359 | (3) |
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10.4.2 Axial capacity in sand |
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362 | (1) |
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363 | (4) |
Index |
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