Page 9 - Numerical Analysis and Modelling in Geomechanics

viii
3.21 Vertical distributions of the wave-induced pore pressure versus the 95
soil depth for various values of anisotropic constant (n) at different
sections in (a) coarse sand and (b) fine sand
3.22 Vertical distributions of the wave-induced pore pressure versus the 96
soil depth for various values of anisotropic constant (m) at different
sections in (a) coarse sand and (b) fine sand
3.23 Vertical distributions of the wave-induced pore pressure versus the 98
soil depth for various values of degree of saturation (S) at different
sections in (a) coarse sand and (b) fine sand
3.24 Vertical distributions of the wave-induced pore pressure versus the 99
soil depth for various values of caisson width (B) at different sections
in (a) coarse sand and (b) fine sand
3.25 Vertical distributions of the wave-induced pore pressure versus the 100
soil depth for various values of height of rubble round(H ) at different
1
sections in (a) coarse sand and (b) fine sand
4.1 Variation of degree of saturation with depth during infiltration 106
4.2 Volumetric water content vs pore water pressure 109
4.3 Water permeability vs pore water pressure 110
4.4 Finite element mesh used in the seepage analysis 113
4.5 Pore water pressure distributions at initial steady state 117
4.6 Effect of rainfall intensity on pore pressure distributions at the end of 118
rainfall
4.7 Factor of safety vs rainfall intensity 120
4.8 Relations between rainfall intensity and duration 121
4.9 Groundwater rise due to a 2-hour rainstorm following various rainfall 122
durations
4.10 Factor of safety vs rainfall duration 123
4.11 Pore water pressure distribution for various water permeabilities 125
4.12 Factor of safety vs water permeability 126
4.13 Effect of permeability anisotropy on initial groundwater table 127
4.14 Ground water response for the anisotropic water permeability 128
4.15 Factor of safety vs anisotropic water permeability 128
5.1 Schematic of ground waves caused by pile driving 133
5.2 Example ground vibrations from an impact hammer 134
5.3 Vibrations caused by vibrodriving 136
5.4 Recommendations for vibration thresholds in structures 138
5.5 8-noded quadrilateral finite element and 5-noded infinite element 140
5.6 P-wave representation 142
5.7 S-wave representation 142
5.8 Rayleigh wave representation 143
5.9 Schematic of response of a FE/IE mesh to geostatic self-weight 144
5.10 Schematic of zoned IEs 144
5.11 Hammer inpact model 145
5.12 Schematic view of pile model for axial wave and shear transfer 146