Page 10 - Numerical Analysis and Modelling in Geomechanics

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5.13 (a) Displacement-time and (b) force-time functions at the pile head 150
5.14 Radial particle velocities 151
5.15 Verticle particle velocities 152
5.16 Radial particle velocities at (a) 7 m and (b) 16.5 m, impact hammer, 154
Flitwick
5.17 Schematics of stage 1 model for vibrodriving, and for shaft/soil 155
5.18 Measured and computed radial particle velocities at 2 m, 7 m and 16.5 157
m from the vibrodriven pile, Flitwick
5.19 Radial velocities at 5.7 m, 14.5 m and 32.9 m, vibrodriving at Second 157
Severn Crossing
5.20 Vertical velocities at 5.7 m, 14.5 m and 32.9 m, vibrodriving at Second 158
Severn Crossing
5.21 Schematic view of soil plus structure 159
5.22 Frame deformations during passage of a transient wave from impact 160
piling
5.23 Wall displacements during passage of a transient wave 161
5.24 Vertical displacements of three surface nodes during vibrodriving, (a) 163
free-ground and (b) with a brickwork wall
5.25 Meshes for pipe deformation analyses 164
5.26 Pipe deformation during passage of a P-wave 165
5.27 Pipe deformation at 45°, during passage of an S-wave, and 165
justification
5.28 Pipe deformation due to a Rayleigh wave 166
6.1 Construction sequence of the railroad tunnel 177
6.2 Soil profile. The three zones in the grain size distribution denotes, from 179
left to right: gravel, sand and silt
6.3 Location of the measurement points 180
6.4 Surface settlements recorded during the tunnel excavation 181
6.5 Finite element mesh for the plane strain back analyses 182
6.6 Elastic moduli of the sand layers obtained by the in situ dilatometer 183
tests and by the elastic back analyses of the displacement
measurements
6.7 Comparison between the vertical displacements measured in the field 184
and those obtained by the elastic back analysis
6.8 Schematic representation of the relationship between average shear 185
stress τ and displacement δ for direct shear tests on a stiff soil sample,
and relevant failure envelopes
6.9 Variation of the friction angle φ with increasing square root of the 185
second invariant of the deviatoric plastic strains J 2
6.10 Comparison between the vertical displacements measured at the end 186
of construction and those obtained by the elasto-plastic analysis
6.11 Contour lines of the square root of the second invariant of the 186
deviatoric plastic strains