engineering

1. an informa business
Computer Methods
and Recent Advances
in Geomechanics
Computer
Methods
and
Recent
Advances
in
Geomechanics
Editors:
Fusao Oka, Akira Murakami, Ryosuke Uzuoka & Sayuri Kimoto
Editors
Oka
Murakami
Uzuoka
Kimoto
Computer Methods and Recent Advances in Geomechanics
contains the proceedings of the 14th
International
Conference of the International Association for Computer
Methods and Advances in Geomechanics (Kyoto, Japan,
22-25 September, 2014). The contributions cover computer
methods, material modeling and testing, applications to a
wide range of geomechanical issues, and recent advances
in various areas that may not necessarily involve computer
methods, including:
- Development and usage of new materials;
- Constitutivemodelingofmaterialsincludingdeformation,
damage and failure;
- Verification of existing and new numerical models;
- Micro-macro correlations of material response including
non-destructive testing;
- New techniques for material and site characterization;
- Computer-aided engineering and expert system;
- Innovative construction using new materials and
computer methods;
- Design and rehabilitation of infrastructure;
- Geo-environment rehabilitation and Geo-hazard
mitigation
- Use of system and optimization procedures, and
- Remote sensing.
Computer Methods and Recent Advances in Geomechanics
will be of interest to researchers and engineers involved in
geotechnical mechanics and geo-engineering.
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COMPUTER METHODS AND RECENT ADVANCES IN GEOMECHANICS
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4. Oka Prelims-FP.tex 13/8/2014 18: 43 Page III
PROCEEDINGS OF THE 14TH INTERNATIONAL CONFERENCE OF INTERNATIONAL
ASSOCIATION FOR COMPUTER METHODS AND RECENT ADVANCES IN GEOMECHANICS,
KYOTO, JAPAN, 22–25 SEPTEMBER 2014
Computer Methods and Recent
Advances in Geomechanics
Editors
Fusao Oka
Graduate School of Engineering, Kyoto University, Kyoto, Japan
Akira Murakami
Graduate School of Agriculture, Kyoto University, Kyoto, Japan
Ryosuke Uzuoka
Institute of Technology and Science, The University of Tokushima, Tokushima, Japan
Sayuri Kimoto
Graduate School of Engineering, Kyoto University, Kyoto, Japan
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5. Oka Prelims-FP.tex 13/8/2014 18: 43 Page IV
CRC Press/Balkema is an imprint of the Taylor & Francis Group, an informa business
© 2015 Taylor & Francis Group, London, UK
Typeset by MPS Limited, Chennai, India
Printed and bound in Great Britain by CPI Group (UK) Ltd, Croydon, CR0 4YY.
All rights reserved. No part of this publication or the information contained herein may be
reproduced, stored in a retrieval system, or transmitted in any form or by any means,
electronic, mechanical, by photocopying, recording or otherwise, without written prior
permission from the publishers.
Although all care is taken to ensure integrity and the quality of this publication and the
information herein, no responsibility is assumed by the publishers nor the author for any
damage to the property or persons as a result of operation or use of this publication
and/or the information contained herein.
Published by: CRC Press/Balkema
P.O. Box 11320, 2301 EH Leiden, The Netherlands
e-mail: Pub.NL@taylorandfrancis.com
www.crcpress.com – www.taylorandfrancis.com
ISBN: 978-1-138-00148-0 (Hardback + USB-card)
ISBN: 978-1-315-73319-7 (eBook)
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Computer Methods and Recent Advances in Geomechanics – Oka, Murakami, Uzuoka & Kimoto (Eds.)
© 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0
Table of contents
Preface XXIII
Obituary XXV
Committee members XXVII
Reviewers XXIX
PLENARY LECTURES
Measuring stiffness of soils in situ 3
G. Biscontin & J. Ahn
Strain localization in porous materials with spatially varying density and degree of saturation 13
R.I. Borja & X. Song
Consolidation-induced transport of contaminants in compressible porous media 17
P
.J. Fox
The Great East Japan Earthquake Disaster and integrated earthquake simulation for
earthquake hazard and disaster estimate 25
M. Hori
Ground improvement in transport geotechnics – from theory to practice 35
B. Indraratna, S. Nimbalkar, C. Rujikiatkamjorn & A. Heitor
Carbon dioxide injection into deep aquifers: A geomechanical perspective 45
L. Laloui & C. Li
Parameter and model identification using the particle filter for geotechnical applications 51
A. Murakami, K. Fujisawa, S. Ohno, T. Shuku & S. Nishimura
Characterization of geotechnical variability – a multivariate perspective 61
K.K. Phoon & J. Ching
Finite element analysis of tunnel excavation and ground improvement techniques employing
a new constitutive model for shotcrete 71
H.F. Schweiger, B. Schädlich, P
. Sedighi, E. Saurer, T. Marcher, S. Henke & K.-M. Borchert
A theory of plasticity with generalized hardening for natural geomaterials under mechanical
and environmental loading: Constitutive modeling and numerical implementation 81
C. Tamagnini & M.O. Ciantia
Geomaterial plasticity and thermodynamic stability of equilibrium 91
Q.Yang,Y.R. Liu & K.D. Leng
GENERAL SESSIONS
Computational advances in numerical and analytical methods
Penetration simulation for an open caisson using mesh-free SPH method 105
J. Wang, H. Hua & W.P
. Lian
Simulation of granular materials under continuously varying intermediate principal
stress ratio using DEM 111
D. Phusing & K. Suzuki
Assessment of applicability of the material point method in offshore geotechnical engineering 117
Y. Dong, J. Ma, D. Wang & M.F
. Randolph
V
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Numerical assessment on some preconditioners for elasto-plastic geotechnical finite element analysis 123
X. Chen, W. Dong,Y.Yu & K.K. Phoon
Application of the generalised-α method in dynamic analysis of partially saturated media 129
J. Ghorbani, M. Nazem & J.P
. Carter
Local calibration of MEPDG rut models: Oklahoma’s experience from an
instrumented pavement section 135
N. Hossain, D. Singh, M. Zaman & SM.S. Rassel
Discontinuity layout optimization with adaptive node refinement 141
M. Crumpton, A.J. Abbo & S.W. Sloan
Decision of the concrete parameters and fracture analysis of concrete for interactive
analysis of soils and concrete structures 147
K. Okajima & T. Tanaka
High Performance Computing preconditioners for the efficient solution of geomechanical models 153
M. Ferronato, C. Janna, G. Gambolati & F
. Sartoretto
A numerical approach for modelling the ploughing process in sands 159
E. Kashizadeh, J.P
. Hambleton & S.A. Stanier
Development and its validation of Rigid Plastic Moving Particle Simulation method 165
K. Isobe, S. Ohtsuka & T. Hoshina
Material point method simulation of triaxial shear tests 169
W.T. Sołowski, S.W. Sloan & D. Wang
The effect of consolidation path on undrained behaviour of sand – a DEM approach 175
H.B.K. Nguyen, M.M. Rahman, D.A. Cameron & A.B. Fourie
A new stability analysis method of slopes considering progressive failure 181
K. Onishi & J.-C. Jiang
Numerical implementation of a non-local Mohr-Coulomb model 187
X. Qu, M.-S. Huang, X. Gu & X.-L. Lu
A numerical study of the penetration test at constant rod velocity 193
Q.A. Tran, B. Chevalier & P
. Breul
Numerical simulation of spudcan penetration using coupled Eulerian-Lagrangian method 199
H.D.V. Khoa
Computational and reliability aspects of micro-geomechanics 205
R. Blaheta, R. Kohut, J. Starý & S. Sysala
Numerical study on the influence of traditional soil foundation on the stability of
masonry structure in Angkor with NMM-DDA 211
R. Hashimoto, T. Koyama, M. Mimura, M. Kikumoto, T. Saito, S.Yamada, M. Araya &Y. Iwasaki
Constitutive modelling
Analytical solution of a dynamical systems soil model 219
P.G. Joseph & J. Graham-Eagle
The effect of constitutive modelling on estimates of the short-term response of
squeezing ground to tunnel excavation 225
W. Dong & G. Anagnostou
A semi-analytical procedure for circular opening in strain-softening rock mass with
the unified strength criterion 231
L. Cui, J. Zheng & R. Zhang
On the compression behaviour of structured soils 237
C.Yang, J.P
. Carter & D. Sheng
A viscoplastic subloading overstress model with a moving centre of homothety 243
J.R. Maranha, C. Pereira & A. Vieira
VI
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A numerical model for the long-term stability of jointed rock slope 249
H.B. Bian, L.F
. Zheng & J.F
. Shao
On plasticity-damage modeling of shales 255
F. Parisio, S. Samat & L. Laloui
Numerical and analytical modeling of particle degradation 261
S. Nimbalkar & B. Indraratna
Explicit finite deformation stress integration of the elasto-plastic constitutive equations 267
L. Monforte, M. Arroyo, A. Gens & J.M. Carbonell
Modeling soil behaviors under principal stress rotations 273
Y.Yang, Z. Wang & H.-S.Yu
Nonlinear strength criterion for municipal solid waste 279
X. Lu, H. Lai & M. Huang
Propagation of seismic waves through saturated soft clay deposits: Constitutive and
numerical modeling 285
G. Seidalinov & M. Taiebat
Equivalent continuum model accounting for anisotropy in chalk by means of embedded
joint sets 291
F. Rafeh, H. Mroueh & S. Burlon
Numerical analysis and its verification of Azad earth dam in the period of construction 297
M. Karami, A. Aminjavaheri & A. Mazaheri
Failure of geomaterials
Experimentally observed shear bands in a Scandinavian soft clay subjected to an undrained
shearing under the plane strain condition 305
V. Thakur
Fatigue of geomaterials 311
R. Pytlik & S.V
. Baars
Punching shear coefficients for the design of working platforms 317
S.N.S. Eshkevari & A.J. Abbo
A practical use of the finite element with an embedded interface for simulating the direct
shear on brittle materials 323
T. Nishiyama & T. Hasegawa
Failure propagation and mesh-dependency in coupled hydraulic-mechanical
transient problems 329
R. Schuerch & G. Anagnostou
Modeling of Excavation Damaged Zone through the strain localization approach in Boom clay 335
F. Salehnia, R. Charlier, X. Sillen & A. Dizier
Experimental study of trapdoor problem in 3 dimensions with X-ray CT – transition from
plane strain to 3D behavior 341
B. Chevalier, J. Otani & T. Mukunoki
Strain localization of a soil column due to seismic loading 347
I. Rapti, A. Foucault, F
. Voldoire, F
. Lopez-Caballero & A. Modaressi-Farahmand-Razavi
Centrifuge model experiments and granular element simulation on deformation of surface soil
layer caused by the large displacement of reverse fault 353
K. Sassa, K. Kaneko, S. Nozoe, A.Yamamoto, N. Oyama &Y. Hashizume
Characteristics of shear band in granular materials by discrete element modeling 359
X.Q. Gu, M.S. Huang & J.G. Qian
VII
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9. Oka Prelims-FP.tex 13/8/2014 18: 43 Page VIII
Effect of confining pressure on strain localization of a sand specimen under plane
strain condition 365
M. Mukherjee, A. Gupta & A. Prashant
Coupled phenomena
Salt domes deformation coupled to the flow of geothermal brine and oil 373
M.C. Suárez, F
. Samaniego & X. Shen
Numerical simulation of thermo-hydro-mechanically coupled processes during
ground freezing and thawing 379
H. Kyokawa &Y.W. Bekele
Predictable coupled behavior of buffer material in HLW repository 385
Y. Tsukada, A. Kobayashi & M. Chijimatsu
Liquefaction of fluid-saturated soils 391
W. Ehlers & M. Schenke
On spherically symmetric problems in thermo-poromechanics 397
A.P.S. Selvadurai & A.P
. Suvorov
Expression of the pore-pressure coefficient B with numerical simulation 403
Y. Sugiyama, H. Tanaka, K. Kawai & A. Iizuka
Numerical simulation of saturation process in TRU disposal facility 409
Y. Takayama, R. Hino, A. Iizuka & K. Kawai
Numerical experiments on freeze-thaw of soils with coupled thermo-hydro-mechanical FE analysis 415
T. Ishikawa, I. Kijiya, T. Tokoro & M. Sato
Instability analysis and numerical simulation of the dissociation process of methane
hydrate bearing soil 421
H. Iwai, S. Kimoto, T. Akaki & F
. Oka
Testing and modelling
Prediction of the shear modulus at small strains for fine-grained unsaturated soils 429
S. Han & S.K. Vanapalli
Evaluation of settlement behaviors of the improved ground by using floating type
cement-treated columns during consolidation 435
Z.B. Jiang, R. Ishikura & N.Yasufuku
On the influence of loading frequency on the pore-water dissipation behavior during
cyclic consolidation of soft soils 441
N. Müthing, T. Schanz & M. Datcheva
Undrained stability of tall tunnels 447
D.W. Wilson, A.J. Abbo & S.W. Sloan
Effects of RAP binder on moisture-induced damage potential of asphalt mixes
with limestone aggregates 453
R. Ghabchi, D.V
. Singh & M. Zaman
Evaluation of fatigue resistance of asphalt mixes using Four Point Beam Fatigue and
Semi-Circular Bend test methods 459
M. Barman, R. Ghabchi, D.V
. Singh, M. Zaman, S. Commuri & K. Hobson
Correlations between swelling and suction properties of expansive soils 465
B.H. Rao, R.L. Sahu & S.K. Das
Assessment of pipe-jacking forces through direct shear tests on tunneling rock spoils 471
C.S. Choo & D.E.L. Ong
Estimation of consolidation properties and the settlement of Pleistocene clay layer
at Kobe Port Area 477
E.K. Ha, S. Kataoka, S. Nonami, T.N. Lohani & S. Shibuya
VIII
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10. Oka Prelims-FP.tex 13/8/2014 18: 43 Page IX
Validation of porosity in 2D-DEM CPT model using large scale shaking table tests
in saturated sands 483
P. Bakunowicz & N. Ecemis
Recent design strategies adapted for foamed bituminous stabilisation in flexible
pavement rehabilitation works in Queensland 489
R.L. Logitharan, K. Somasundaraswaran & J.M. Ramanujam
3D Simulation of an actual snow avalanche 495
K. Sawada, S. Moriguchi & K. Oda
Design and assessment of a new model device for testing internal erosion and piping 501
M. Caruso, D. Sterpi & C. Jommi
Influence of aspect ratio on crushing strength characteristics of sand and granite saw dust materials 507
B.H. Rao, R.Ch. Meena, N. Meena & R.L. Sahu
Numerical lower bound limit analyses of sand heap subjected to basal settlement
with hysteretic reversals 513
T. Pipatpongsa, J. Nakamura, C. Borely & M.H. Khosravi
Numerical and field analysis of interaction of piling foundations with soil ground 519
A.Zh. Zhussupbekov,Y.B. Utepov & I.O. Morev
Modifying the Casagrande curve-fitting method to account for 3D axisymmetric consolidation 523
J. Lovisa, N. Sivakugan, S. MacDonald, S. Thomas & W.W. Read
Volume change behavior of an unsaturated soil – a numerical investigation 529
M.W. Gui, S.S. Ketsu, C.H. Chen & C.W. Lu
Shear strength and dilatancy of unsaturated silica sand in triaxial compression tests 535
J. Fern, K. Soga, D.J. Robert & T. Sakanoue
Reliability, data mining, artificial intelligence techniques/methods
Availability of artificial neural network to estimating soil properties of Holocene
clays in Osaka Bay 543
K. Oda, K.Yokota & M.S. Lee
Stochastic consideration of consolidation settlement of Holocene clay layer in Osaka Bay 549
K. Oda, K.Yokota & M.S. Lee
A new optimization approach for calibrating the parameters of the hyperbolic soil
constitutive model 555
Y.T.Yeung & J.P
. Wang
An expert technique for optimization of underground mine support system 561
S.K. Kashyap, Md. Tanweer, A. Sinha & D.R. Parhi
Computers and information technology
Forecasting of vibration parameters and optimization of the design of pile foundations
operated under dynamic loads 569
L.V. Nuzhdin & M.L. Nuzhdin
Development of computer software based on RMR, Q and M-RMR classification systems
used for rock mass characterization: ROCKMASS V2.0 575
Ö. İnik, İ. Özkan & E. Ünal
A study on photogrammetric algorithm for crack width measurement 581
S. Nishiyama, T. Tsubosaka, T. Kikuchi & T.Yano
Hybrid parallelization of earthquake response analysis using K computer 587
Y. Shigeno,Y. Hamada & N. Nakamura
The development of mobile application for debris flow disaster prevention – the case
of Kaohsiung City 593
S.-H. Chang & M.-H. Wu
IX
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Geoenvironmental engineering
Municipal solid wastes landfills slopes: A reliability based approach 601
B.M. Basha, S. Mahapatra & B. Manna
Random walk particle tracking for quantifying anomalous transport in laboratory-scale,
heterogeneous porous formations 607
K. Inoue, T. Fujiwara & T. Tanaka
Groundwater modeling of pressure effect on deep open-pit mining against floor heaving
at the Mae Moh mine, Thailand 613
S. Touch, T. Pipatpongsa, J. Takemura & P
. Pongpanlarp
Building wastes and cement clinker using in the geoecoprotective technologies in
transport construction 619
A.S. Sakharova, L.B. Svatovskaya, M.M. Baidarashvilly & A.V
. Petriaev
Modeling of mineral fouling in an alkaline permeable reactive barrier in Australia 623
U. Pathirage, B. Indraratna, G. McIntosh & L. Banasiak
Earthquake engineering and soil dynamics
Simulation analysis of grid-form ground improvement for preventing liquefaction among
existing small houses 631
S. Tsukuni & T. Namikawa
Dynamic analysis of river embankments during earthquakes using a finite deformation
FE analysis method 637
H. Sadeghi, S. Kimoto, F
. Oka & B. Shahbodagh
Dynamic response of vertically oscillating foundations at large strain 643
C. Wersäll, S. Larsson & A. Bodare
Finite element analysis of vibration screening techniques using EPS geofoam 649
M. Majumder & P
. Ghosh
Numerical modelling of offshore pipe-seabed interaction problems 655
H. Sabetamal, M. Nazem, S.W. Sloan & J.P
. Carter
Stability analysis for local liquefaction initiation of plane wave type 661
J. Chen, H. O-tani & M. Hori
Calculation method for vibration-sliding displacement of reinforced soil retaining
wall during earthquake 667
K. Miura, T.A. Quang,Y. Saitoh, T. Konami, T. Hayashi & M. Kobayashi
Liquefaction analysis of a damaged river levee during the 2011 Tohoku earthquake 673
H. Ishikawa, K. Saito, K. Nakagawa & R. Uzuoka
Verification of numerical modeling for nonlinear seismic analysis of a structure
considering liquefaction 679
N.M. Syed & B.K. Maheshwari
Applicability of effective stress analysis for prediction of deformation during strong motion
with long duration 683
S. Tsuboi, T. Ohsumi, R. Uzuoka & N. Sento
State of art of modeling of soil-pile interaction in liquefiable soils 687
P. Bandyopadhyay, S.R. Dash & S. Haldar
Seismic analysis of a rather complex ornamental commemorative structure in Mexico City 693
E. Boteroo & M.P
. Romo
Effect of grain-size distribution on cyclic strength of granular soils 699
J.H. Lee, S. Shibuya, T.N. Lohani, T. Wakamoto & S. Kataoka
Three-dimensional analysis of a reinforcement method for an existing embankment on a
liquefiable ground 705
M. Kobayashi, A. Tateishi, T. Fujiwara & T. Aoki
X
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Analytical study on levees reinforced by double sheet-piles with partition walls 711
K. Fujiwara, A.Yashima, K. Sawada,Y. Abe & K. Otsushi
Numerical analysis on seismic response of piled raft foundation with ground
improvement based on seismic observation records 719
J. Hamada,Y. Shigeno, S. Onimaru, T. Tanikawa, N. Nakamura & K.Yamashita
Comparison of interpolation methods to evaluate depths of bedrock from a limited
number of boring data 725
J. Taniguchi & A. Mikami
Seismic analysis of Goucham earth dam based on the Newmark and non-linear approaches 731
M. Karami, A. Aminjavaheri & A. Mazaheri
Experimental and theoretical studies of bearing capacity and deformation of reinforced
soil foundations under cyclic loading 737
I.T. Mirsayapov & I.V
. Koroleva
Evaluation of dynamic behavior of culverts and embankments through centrifuge model tests
and a numerical analysis 743
Y. Sawamura, K. Kishida & M. Kimura
Attenuation of blasting induced peak particle velocity: Constructing a new empirical formula 749
K.M. Cheng & K.T. Chau
A numerical simulation of seismic behavior of highway embankments considering seepage flow 755
R. Kato, F
. Oka & S. Kimoto
Seismic assessment of river embankments with cut-off wall constructed on the alternatively
layered soft ground 761
T. Noda, K. Nakai & K. Kato
Evaluation of seismic behavior of model earth dams in geotechnical centrifuge 767
T. Kawai, M. Ishimaru & T. Noda
Seismic analysis of piled raft foundations of tall chimneys considering the effect of SSI 773
B.R. Jayalekshmi, S.V
. Jisha & R. Shivashankar
Seismic performance of a wharf dyke 779
J.C. Huertas & C. Romanel
Assessment of dike stability under earthquakes induced by gas extraction 785
B.Z. Coelho, M. Visschedijk, M. Korff & P
. Meijers
Application of DSC model for offshore pile foundations 791
M.J.K. Essa & C.S. Desai
Evaluation of interaction forces for coupled rigorous-substructure SSI analysis using SBFEM 797
H. Rahnema, A. Baghlani, B. Javidsharifi & S. Mohasseb
Distribution of seismic loads in large pile groups 803
W.D.L. Finn, J. Dowling, M. Taiebat & G. Wu
Pseudo dynamic analysis of battered retaining structures to determine the passive earth
pressure of dry and submerged c-φ backfill 809
V. Srinivasan & P
. Ghosh
Simple and practical analysis of effect of soil liquefaction on response of structure-pile system 815
K. Kojima, K. Fujita & I. Takewaki
Analysis of liquefaction behavior during the 2011 off the Pacific coast of Tohoku earthquake 821
S. Kamagata & I. Takewaki
Some methods of modeling damping ratio for an equivalent homogeneous ground 827
X.R. Chen, A. Mikami & J. Taniguchi
Geo-hazard mitigation
Identification of sensitive clays susceptible to flow slides using remolding energy concept 835
V. Thakur & S.A. Degago
XI
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Case study on evaluating the groundwater seepage flow by using a 3D ground model prepared
from soil borehole and GIS data 841
J.M. Baek, S. Shibuya, M. Furumiya, M. Saito, T.N. Lohani & J.S. Hur
Numerical simulation of centrifuge tests on seismic behavior of residential building on
liquefiable foundation soil 847
N. Marasini & M. Okamura
Experimental model on tsunami inundation force for geo-structures 853
T. Tada,Y. Miyata & R.J. Bathurst
Correlations between earthquake magnitudes and fault rupture parameters with multiple
regression analysis 857
Y. Xu & J.P
. Wang
Extraction of embankments on mountain roads using the digital elevation model 863
K. Sawada, S. Moriguchi & N. Asano
A Bayesian approach to estimate the probability distribution of earthquake size of a
given active fault 869
J.P. Wang
Foundation engineering
Coupled large deformation consolidation analysis of a spudcan footing
penetrating into Kaolin clay 877
D. Wang & B. Bienen
Numerical analysis of large penetration of a cone and a large diameter footing into dense
sand overlying clay 883
B. Bienen & G. Qiu
3D Finite Element analysis of a RCC dam employing a concrete model with tension softening 889
F. Tschuchnigg, B. Schaedlich, H.F
. Schweiger & S. Pausz
CPT based direct design approach for spudcan penetration in non-uniform clay with an
interbedded stiff layer 895
J. Zheng, M.S. Hossain & D. Wang
Nonlinear elastic solutions for axially and laterally loaded single pile by transfer matrix method 901
M. Zhu, X. He & W. Gong
Experiment and numerical simulation of pile stress on pile and piled raft foundations
subjected to ground deformation during earthquakes 907
K. Kaneda, J. Hamada & T. Tanikawa
Large penetration FE analysis of stiffened caissons in NC clays with a sandwiched stiff clay layer 911
M. Zhou, M.S. Hossain &Y. Hu
Modelling installation of helical anchors in clay 917
C. Todeshkejoei, J.P
. Hambleton, S.A. Stanier & C. Gaudin
Dynamic behavior of monopile supported offshore wind turbine system 923
S. Bisoi & S. Haldar
Vertical transient loading of a suction caisson in dense sand 929
B. Cerfontaine, F
. Collin & R. Charlier
Bearing capacity of reinforced sandy ground 935
H.M. Shahin,Y. Morikawa, S. Masuda, T. Nakai & S. Mio
Load transfer mechanism for the composite piled raft foundation under consolidation 941
Z. Song, F
. Liang & M. Huang
Estimation of ultimate lateral resistance of pile in clayey ground 947
S. Koumura,Y. Shiratori, S. Ohtsuka & T. Hoshina
Nonlinear dynamic response of floating piles under vertical vibration 951
S. Kumar, S. Biswas & B. Manna
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14. Oka Prelims-FP.tex 13/8/2014 18: 43 Page XIII
Considerations when dislocation theory is used for evaluation of ground deformations by
reverse fault displacements 957
K. Tani &Y. Okusa
Physical and numerical modelling of pile foundations subjected to vertical and horizontal loading
in dry sand 963
Y.S. Ünsever, M.Y. Özkan, T. Matsumoto, S. Shimono & K. Esashi
Research on the influence of reclamation project on the pile foundation of newly built bridge 969
S. Huo, M. Zhu, H. Deng & W. Gong
Numerical modeling of piles in sandy soils considering stress dependent modulus of elasticity 973
M.M. Ahmadi & S.M.S. Abadi
Parametric FEM analysis on mechanical behavior of incompletely end-supported pile 979
S. Teramoto, M. Kimura & T. Boonyatee
Numerical modelling of pile jacking in a soft clay 985
N. Sivasithamparam, H.K. Engin & J. Castro
Experimental research on vertical bearing behavior of composite foundation constructed by
caisson and piles 991
L. Wang, B. Mu, W. Gong & A. Xia
Soil-water coupled finite deformation analysis on subgrade reaction force acting on
the underground pile 997
K. Nakai, T. Noda, S. Komura &Y. Shiratori
Numerical optimisation of geotechnical structures using finite element analysis 1001
A. Spetz, O. Dahlblom & P
. Lindh
Response of tall chimneys with piled raft and annular raft foundation under wind
loads considering SSI 1005
B.R. Jayalekshmi, S.V
. Jisha & R. Shivashankar
Effect of superstructure rigidity on the contact stress and differential settlement under isolated
footings using 3D Finite Element analysis 1011
H.F. Shehata & M.F
. Shehata
The effect of soil model on the differential settlement under strip foundations 1017
H.F. Shehata & M.F
. Shehata
Geotechnical structures and slope stability
An analytical solution to anchored sheet piles retaining cohesion less backfill 1025
I. Chowdhury
A numerical study on the response and stability of abandoned lignite mines in relation
to the excavation of a large underground opening below 1031
Ö. Aydan & M. Geniş
Numerical evaluation of the deformation of earth retaining wall reinforced by
soil buttress method during the excavation in soft soil 1037
N. Takada, K. Shimono, F
. Oka, S. Kimoto &Y. Higo
Sensitivity analysis of slope stability based on orthogonal designs 1043
T. Shuku, S. Nishimura & T. Shibata
Centrifuge modeling and finite element analysis for moisture and stress conditions in an
embankment with deformation of foundation ground 1049
Y. Ikami, T. Shimokawa & R. Uzuoka
Integrated modeling and monitoring for real time stability assessment of flood defense systems 1055
J.M. van Esch
Delayed failure identification by coupled hydraulic-mechanical numerical analyses 1061
R. Schuerch & G. Anagnostou
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Study on the distribution of the lateral force loading on stabilizing piles in sandy slope 1067
Y. He, H. Hazarika, N. Watanabe & H. Sugahara
Comparison on usefulness of two buried pipeline retrofitting methods in earthquake
induced landslides with numerical modeling 1071
F. Jafarzadeh, S.Yoosefi, H.F
. Jahromi & M. Samadiyan
Explanation of seismic response of geosynthetic reinforced slope 1077
S.J. Chao & H. Hwang
A discrete model for rock impacts on muckpiles 1083
A. Effeindzourou, K. Thoeni, A. Giacomini & S.W. Sloan
Finite element simulation for an earthquake-induced landslide considering strain-softening
characteristics of sensitive clays 1089
A. Wakai, F
. Cai, K. Ugai & T. Soda
Numerical simulation of landslide due to excavation of soft rock using an elasto-viscoplastic
water-soil coupled FEM 1095
T. Takyu, S. Kimoto & F
. Oka
Granular mechanics of the lateral earth pressure in plane stress state 1101
C.Yanqui
Analysis of failure mechanism of submarine slope under linear wave loading 1107
T.K. Nian, B. Liu, D. Wang & P
.Yin
Numerical study for wave-induced pore pressure accumulations around buried pipeline:
Effects of back-fill trench layer 1113
H. Zhao & D.-S. Jeng
Numerical analysis of MSE wall considering wall friction and reinforcement stiffness 1119
S.S. Mouli & B. Umashankar
Probabilistic slope stability analysis considering spatial variability of soil properties:
Influence of correlation length 1125
C.P. Sarma, A.M. Krishna & A. Dey
Evaluation of rainfall infiltration and induced instability of tumulus mounds 1131
M. Sawada, M. Mimura & M.Yoshimura
Soil improvement
Approximations of the macroscopic strength criterion of reinforced soils, with application
to structural stability analyses 1139
M. Gueguin, G. Hassen & P
. de Buhan
Numerical analysis of improvement effect on peaty ground by vertical drains/vacuum
consolidation based on a new macro-element method 1145
H.S. Nguyen, M. Tashiro, T. Noda & S.Yamada
Reduction of expansive index and free swell of Kaolinite and Bentonite clay using sand
and Class C fly ash 1151
P.K. Kolay & K.C. Ramesh
Application of geosynthetic vertical drains under cyclic loads for track stabilization 1157
B. Indraratna, C. Rujikiatkamjorn, J. Ni & J. Carter
Radial consolidation model incorporating the effects of vacuum preloading and non-Darcian flow 1163
C. Rujikiatkamjorn, B. Indraratna & K. Kianfar
Evaluation of enzyme mediated calcite grouting as a possible soil improvement technique 1169
D. Neupane, H.Yasuhara & N. Kinoshita
Freeze-thaw durability of lime stabilized clayey subgrade soils 1173
Md.T. Rahman & R.A. Tarefder
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Analytical study on the consolidation of soft soil under vacuum preloading
combined with fill surcharge 1179
W.H. Zhou, X.B. Li & C.Y. Hong
Infrastructure geomechanics
Application of shakedown analysis in pavement engineering 1187
J. Wang & H.S.Yu
Validation of a reduced model of railway track allowing long 3D dynamic calculation
of train-track interaction 1193
E. Arlaud, S. Costa D’Aguiar & E. Balmes
Thawing railroad bed and methods of its reinforcing 1199
A.V. Petriaev
Case histories
Real-time monitoring and assessment of groundwater responses due to dewatering
of an abandoned 7 m deep excavation pit in Kuching City 1205
L.T. Ng, D.E.L. Ong, W.S.H. Wong, D.A. Gannilegedera, B.F
. Jong & H.S. Chua
Effects of localized dewatering and corner on the behavior of tied-back Contiguous
Bored Piled (CBP) wall in Kuching City 1213
E.E.M. Chong & D.E.L. Ong
MINISYMPOSIA
Inverse problems in geomechanics
Prediction of the ground and dyke behavior with vacuum consolidation 1223
T. Shibata, A. Murakami & M. Fujii
Data assimilation of SAR-based measurements for geomechanical characterization 1229
C. Zoccarato, M. Ferronato, G. Gambolati, C. Janna, P
. Teatini, A. Alzraiee & D. Baù
Identification of transfer parameters of a claystone by inverse approach 1235
R. Giot, A. Giraud, C. Auvray & G. Armand
Particle filter-based data assimilation for identification of soil parameters with
application in tunneling 1241
L.T. Nguyen, T. Nestorović, K. Fujisawa & A. Murakami
Hybrid minimization algorithm applied to tunnel back analysis 1247
C. de Santos, A. Ledesma & A. Gens
Modelling spatial variability in geotechnical engineering
Effect of spatial variability on failure mechanism location in random undrained slopes 1255
H. Zhu, D.V
. Griffiths, J. Huang & G.A. Fenton
The influence of spatial variability of soil permeability on the risk of rainfall induced landslides 1259
J. Huang, A. Ali, A.V
. Lyamin, S.W. Sloan, D.V
. Griffiths, M.J. Cassidy & J. Li
A simplified procedure to evaluate the effect of soil variability on geotechnical structures 1265
Y. Otake &Y. Honjo
Is soil spatial variability the most important source of uncertainty in geotechnical design? 1271
Y. Honjo &Y. Otake
Numerical modeling of discrete spatial heterogeneity in seismic risk analysis:
Application to treated ground soil foundation 1277
S. Montoya-Noguera, F
. Lopez-Caballero & A. Modaressi-Farahmand-Razavi
Slope reliability analysis using random field numerical limit analyses 1283
K. Kasama & A.J. Whittle
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Reliability-based design of earth-fill dams to mitigate damage due to severe earthquakes 1289
S. Nishimura, T. Shuku & T. Shibata
Spatial characterization of the abutments of a dam site, an intelligent idea 1295
S.R. García, V
. Castellanos, J. López, J. Landa & J. Alemán
Comparative study of bearing capacity of buried footings using random limit analysis and
random finite element method 1301
J.H. Li, M.J. Cassidy,Y. Tian, J. Huang, A.V
. Lyamin & M. Uzielli
Soil-atmosphere interaction
Effect of evaporation on the performance of capillary barriers with recycled asphalt materials 1309
F.R. Harnas, H. Rahardjo, E.C. Leong & J.Y. Wang
Influence of atmospheric actions on the performance of railway embankments built with
different subgrade soils 1315
R. Cardoso, V
. Fernandes, T.M. Ferreira & P
.F
. Teixeira
Assessment and representation of thermal surface fluxes in soils 1321
P.J. Cleall, J.J. Muñoz-Criollo & S.W. Rees
On the mechanism for desiccation cracks initiation in clayey materials 1327
P. Gerard, I. Murray, A. Tarantino & F
. Francescon
Soil atmosphere interactions for analysing slopes in tropical soils 1333
D.G. Toll, M.S. Md. Rahim, M. Karthikeyan & I. Tsaparas
Centrifuge modelling of the effects of vegetation on the responses of a silty sand slope
subjected to rainfall 1339
A. Askarinejad & S.M. Springman
Consideration of rainfall index for slope failure at the world heritage Kiyomizu-dera 1345
Y. Ishida, M. Fujimoto, R. Fukagawa, K. Sako & T. Danjo
Modeling drying cracks in soils using a mesh fragmentation method 1353
M. Sánchez, O. Mazoli & L. Guimarães
Water evaporation experiments in environmental chamber 1359
W.K. Song,Y.J. Cui, A.M. Tang & W.Q. Ding
Finite Element Method for multi-phase problems
Modelling non-coaxiality and strain localisation in sand: The role of fabric and its evolution 1367
J. Zhao & Z. Gao
Three-phase FE simulation for the penetration behaviors of LNAPL and DNAPL into the
unsaturated ground 1373
M. Kikumoto & K. Nakamura
Two-phase and three-phase coupled analysis of embankment affected by seepage
water and earthquake 1379
T. Matsumaru & R. Uzuoka
Modeling hydro-mechanical behaviors for unsaturated soils with different initial
densities via stress-saturation framework with subloading concept 1385
A.N. Zhou & D. Sheng
Ground deformations caused by CO2 injection into a depleted coal seam: Tiltmeter
monitoring and geomechanical modeling 1391
R.K. Gondle, H.J. Siriwardane, R.A. Bajura, R.A. Winschel & J.E. Locke
Computational modelling and optimization of artificial ground freezing in tunnelling 1397
G. Meschke, M.-M. Zhou, M.Z.A. Elrehim & A. Marwan
Effect of interface on pressure-settlement characteristics of reinforced earth retaining wall 1403
N.N. Patil, R. Shivashankar & H.M. Rajashekharaswamy
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3D dynamic interaction between earth dam and uneven liquefiable sandy ground based
on CM model 1409
Y.Q. Li, L.P
. Jing,Y.L. Xiong, L.L. Gu & F
. Zhang
Numerical study on thermo-hydro-mechanical coupling phenomena in saturation
and unsaturated ground 1415
Y.L. Xiong, F
. Zhang &Y.Q. Li
Comparison of seepage analysis methods based on Finite Elements 1421
T. Kang, D.M. Pedroso, A. Scheuermann & L. Li
Multiple-slopes stability assessment by limit equilibrium and genetic algorithms 1427
Y.W. Tun, D.M. Pedroso, A. Scheuermann & D.J. Williams
Assessment of finite difference methods to solve porous media dynamics 1433
Y.P. Zhang, D.M. Pedroso & L. Li
On techniques to recover finite element data from integration points 1439
P. Schmidt, D.M. Pedroso, A. Scheuermann, R. Durand & H. Steeb
Dredger fill soft-clay analysis with large strain consolidation stochastic Finite Element Method 1445
T. Li & J. Gao
Modelling and simulation for multi-physics problems at various scales
Effects of grain size and grain shape in granular flow simulations 1453
S. Moriguchi, K. Terada, J. Kato, S. Takase & T. Kyoya
Two-scale assessment of tensile and compressive strengths of heterogeneous rock mass 1459
K. Terada, T. Kyoya, T. Ishida, J. Kato, S. Moriguchi, S. Takase & S. Koumura
SPH simulations for slope and levee failure under heavy rainfall considering the effect of air phase 1465
W. Zhang & K. Maeda
Multi-scale analysis method for partially improved ground using a three-dimensional
nonlinear elastic constitutive model 1471
A. Ishikawa & K. Terada
Molecular modeling of onset of swelling in expansive clays 1477
D.R. Katti, K.S. Katti & L. Srinivasamurthy
Simulations of physical models of undercut slope lying on inclined bedding plane 1481
T. Takeyama & T. Pipatpongsa
Modeling frost heaving and thaw settlement in frost-susceptible soils 1487
Y. Zhang & R.L. Michalowski
Viscoplastic constitutive modeling of nanoindentation experiment on shale with
quantified heterogeneity 1493
K.C. Bennett & R.I. Borja
Micro-geomechanics
A computational mechanics avatar for the characterization and analysis of granular matter 1499
K.-W. Lim, R. Kawamoto, I. Vlahinic & J.E. Andrade
Instability modelling caused by internal erosion with changing grading 1505
A. Kondo, K. Maeda & T.Yamada
Modeling the direct shear test using the Discrete Element Method 1511
A. Salazar, E. Sáez & G. Pardo
Scour of the sandy soil with dynamic interactions among soil-water-gas due to tsunami 1517
T. Imase, K. Maeda &Y. Ito
Statistical evaluation of damage area due to heavy-rain-induced landslide 1523
A.M. Nakata & T. Matsushima
Efficient numerical simulation of debris flow with erosion and sedimentation 1529
N. Zhang, T. Matsushima &Y.Yamada
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19. Oka Prelims-FP.tex 13/8/2014 18: 43 Page XVIII
The key causes of silica sand aging 1535
R.L. Michalowski & S.S. Nadukuru
Liquefaction at the microscale: Response of a saturated deposit excited near resonance 1539
U. El Shamy &Y. Abdelhamid
Experimental and numerical simulation of shear behavior on sand and tire chips 1545
D. Takano, B.J. Chevalier & J. Otani
Plane strain compression behaviour of crushable grains assembly using DEM 1551
Y. Nakata, A. Kato & M. Hyodo
Discrete modelling of a tilt box test for granular materials 1557
K. Thoeni, S.G. Fityus, A. Giacomini & J. Vaha
A micromechanical interpretation of the capillary effect of unsaturated granular
material in a pendular state 1563
J.-P. Wang, X. Li & H.-S.Yu
Simulating mechanical response in biocemented sands 1569
T.M. Evans, A. Khoubani & B.M. Montoya
A micromechanical model for studies of hydraulic fracturing 1575
S.A. Galindo-Torres, S. Behraftar, A. Scheuermann & L. Li
Effects of fabric on stiffness properties and liquefaction of granular soils 1581
M. Zeghal & C. Tsigginos
Applications and perspectives of the combined and
Discrete Element Modelling
Study of cushion in rigid pile composite foundation by FDM-PFM coupling method 1589
Y. Li, X. Han, J. Ji &Y. Luo
Combined Finite-Discrete numerical modeling of rock spalling in tunnels 1595
M. Barla & F
. Antolini
Investigation of dynamic stability on the effect of restoration of an aged castle masonry wall 1601
Y. Noma, H.Yamamoto, T. Nishimura, H. Kasa, T. Nishigata & K. Nishida
Discrete element modeling of dry-stone masonry wall: Effects of block shape on
seismic behavior 1607
Y. Fukumoto, A. Murakami, J.Yoshida & H. Sakaguchi
Integration of discrete fracture network in numerical modeling of hydraulic treatments and
heat production in enhanced geothermal reservoirs 1613
A. Riahi, B. Damjanac & J. Furtney
An FEM-DEM numerical approach to simulate secondary fragmentation 1623
D. Elmo, S. Rogers, L. Dorador & E. Eberhardt
Environmental geotechnics
An integrated study on the response of an arch structure above karstic caves at
New Ishigaki Airport 1631
M. Geniş, N. Tokashiki & Ö. Aydan
Some efficient methods for solving non-linear inverse problems 1637
E. Imre, P
. Berzi, Z. Hortobágyi, V
.P
. Singh, C. Hegedüs, S. Kovács & S. Fityus
Optimum thickness decision of biopolymer treated soil for slope protection on the soil slope 1643
I. Chang,Y. Shin & G.-C. Cho
Architecture, built environment, construction engineering and environmental geotechnics 1649
A. Cividini
Large strain consolidation of clays: Numerical comparison between evaporation and
electro-osmosis dewatering 1655
J.Yuan, M.A. Hicks & C. Jommi
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Soil characterization for comprehending stability of geotechnical structures 1661
S. Sharma, D.N. Singh & P
.P
. Phale
Energy production: Geomechanical issues
Dynamic behavior of hydrate-bearing sediments during earthquakes 1669
S. Kimoto, T. Akaki, T. Kitano, H. Iwai & F
. Oka
3D simulation of propagation of hydraulically driven fractures in oil reservoirs
using EFG mesh-less method considering coupled hydro-mechanical effects 1675
A. Pak & S. Samimi
Permeability enhancement of HDR reservoirs by hydraulic fracturing 1681
M. AbuAisha & B. Loret
Upper limit of borehole fluid pressure to prevent near wellbore shear failure 1687
J. Huang & S.-W. Wong
Uplift analysis for CAES tunnels 1691
P. Perazzelli, G. Anagnostou & J. Amberg
Flow-coupled DEM modeling for hydraulic fracturing in unconsolidated sands 1697
H. Shimizu, M. Shazree, T. Ito & H. Narita
Coupled semi-analytical approach of CO2 injection induced caprock deflection 1703
C. Li, P. Barès & L. Laloui
Effects of methane hydrate gas production on mechanical responses of hydrate bearing
sediments in local production region at Eastern Nankai Trough 1707
M. Zhou, K. Soga, E. Xu & K.Yamamoto
The significance of local thermal non-equilibrium in simulations of enhanced geothermal recovery 1713
R.M. Gelet, B. Loret & N. Khalili
Numerical modelling of hydraulic fracturing 1719
E.W. Remij, J.J.C. Remmers, J.M. Huyghe & D.M.J. Smeulders
Offshore methane hydrate resource development; from a viewpoint of geomechanics 1725
K.Yamamoto
Sensitivity analysis of depressurization rate for geo-mechanical behavior of methane hydrate
sediment using by COTHMA 1731
N. Tenma, J.Yoneda, K. Aoki & J. Mori
Finite element analysis of geomechanical failure during heat stimulation processes in
heavy oil recovery 1735
X. Gong, R. Wan & N. Hadda
Geomechanical modeling in thermal heavy oil recovery process: Effect of steam
injection on the caprock 1741
N. Guy & O. Vincké
Shear strength and local deformation of methane hydrate bearing sand with fines 1747
M. Hyodo, S. Kajiyama,Y. Nakata & N.Yoshimoto
Coupled modeling of gas hydrate bearing sediments 1753
M. Sanchez, A. Shastri, X. Gai & J.C. Santamarina
Recent advances in prediction, prevention and restoration for geohazards
Dynamic analysis of unsaturated embankment considering the seepage flow by a
GIMP-FDM coupled method 1761
Y. Higo, D. Nishimura & F
. Oka
Laboratory test and field measurement of rain infiltration characteristics 1767
S. Tokuda, K. Koizumi, K. Oda, K. Murakami, S. Kamide & T. Konishi
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Simultaneous computation of Navier-Stokes and approximate Darcy flows solving
the Darcy-Brinkman equations 1773
K. Fujisawa, S. Arimoto & A. Murakami
DEM analyses on L-shaped breakwaters subjected to lateral loads 1779
Y. Sawada & T. Kawabata
Method for hazard assessment to deep-seated catastrophic landslides due to heavy rain
with both artificial neural network and mathematical statistics 1785
S. Ito, K. Oda & K. Koizumi
Effect of intensity of heavy rainfall on infiltration of rainwater into slope through
numerical simulations 1791
K. Oda,Y. Usuki, K. Koizumui, K. Umemura & T. Onishi
Numerical simulation of a large landslide triggered by Typhoon Talas in central Japan 1797
M. Fujimoto, K. Kosugi,Y. Ishida, R. Fukagawa &Y. Satofuka
Numerical models for earthquake-triggered geodisasters
Large deformation analysis of slope models together with weak layers on shaking table
by using Material Point Method 1805
K. Abe, S. Nakamura & H. Nakamura
Numerical modeling of post-earthquake debris flows 1811
Z.L. Dai,Y. Huang, H.L. Cheng, Q. Xu, K. Sawada, A.Yashima & S. Moriguchi
Liquefaction and post-liquefaction settlement of a building with different pile foundations 1817
X.H. Bao, G.L.Ye, B.Ye & F
. Zhang
Dynamic response and permanent displacement of landfill with a geosynthetic liner system 1823
S.-J. Feng,Y. Shen & D.-P
. Li
Liquefaction of a poro-elastoplastic seabed under combined wave and current loading 1829
G.Ye, D.-S. Jeng, S. Cui & J. Leng
An equivalent finite element method for traffic-load-induced settlement of pavement on
the soft clay subgrade 1835
J.-G. Qian, J.-F
. Zhang,Y.-G. Wang & X. Ma
Field observations and numerical simulations of the 2011 Tohoku tsunami using COMCOT 1841
K.T. Chau & K.T.S. Lam
Multiscale modelling of landslides and debris flows
On the turbulent boundary layer of a rapid-flowing dry granular matter down an incline:
Theory and numerical simulations 1849
C. Fang & W. Wu
Modeling water induced instability in partly saturated soil 1857
R. Tamagnini & W. Wu
Hypoplastic constitutive model in SPH 1863
C. Peng, W. Wu & H.S.Yu
DEM simulation of dry granular flow impacting a rigid wall 1869
A. Albaba, S. Lambert, F
. Nicot & B. Chareyre
Disaster prevention and risk management in geomechanics
Earth pressures on reinforced soil retaining wall under dynamic loading 1877
B. Chaudhary, H. Hazarika & A.M. Krishna
Numerical study on seismic response of quay wall reinforced with tire chips 1885
A. Abdullah, H. Hazarika, N.Yasufuku & R. Ishikura
Investigation and analysis of a river dike damaged during the 2011 East Japan Disaster 1891
H. Hazarika, T. Hara, K. Kuribayashi, S. Kuroda, T. Nishi, H. Furuichi, K. Takezawa & T. Ohsumi
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Protection of seawall against earthquake and tsunami using flexible material 1897
H. Hazarika, K.H. Pradhan,Y. Fukumoto, N.Yasufuku, R. Ishikura & N. Hirayu
Spatial distribution of landslides triggered by the 2004 Mid Niigata prefecture earthquake in Japan 1903
K.M.S. Bandara & S. Ohtsuka
Numerical simulation on behaviour of concrete tunnels in internal blast loading 1907
R. Prasanna & A. Boominathan
Development of reinforcement structure of high embankment on weak soils that
approaches bridge across Amurskaya River branch 1913
S.A. Kudriavtcev, T.Y. Valtseza, E.D. Goncharova &Y.B. Berestianyi
Deformation stability and control of large-scale rock structures
Long-term deformation influence of slope and foundation to high arch dam 1919
Q.Yang,Y.W. Pan,Y.R. Liu, Q. Chang & L. Cheng
A direct solution to linear dependency issue arising from GFEM 1925
H. Zheng &Y.T.Yang
The three-dimensional analysis of the influence of mining coal seams on the floor strata 1931
H.T. Xiao, L.Z. Sun & Z.Q.Yue
Numerical simulation on wave transmission in jointed rock masses 1937
W.M.Yan & J.M. Zhou
Evaluation of long-term stability for high arch dam and its application 1943
Y.R. Liu, Z. He, Q.Yang,Y.W. Pan, L. Zhang & L.J. Xue
DDA extensions for simulating the fracturing process of rock mass 1949
Y.Y. Jiao, H.Q. Zhang & X.L. Zhang
Numerical simulation on dam cracking analysis using DFPA code 1955
P. Lin, T. Ma & C. Wang
Multiscale modelling of true triaxial behaviors of brittle rocks 1961
Q.Z. Zhu & J.F
. Shao
Computational modelling in underground construction
Consideration on the tunnel supporting effectiveness of shotcrete with a time-dependent
viscoelastic model 1969
T. Tani, T. Aoki, T. Ogawa &Y. Fujii
Relationship between the results of small and large strain elastoplastic analyses of deep tunnels 1975
A. Vrakas & G. Anagnostou
An exact finite strain semi-analytical solution for the short-term ground response curve
of circular tunnels in a modified Cam-clay material 1981
A. Vrakas & G. Anagnostou
An implementation of finite differential calculation on tunnel face stability 1987
W. Liu, F. Li, X. Tang &Y. Zhao
Error-controlled adaptive simulation and numerical assessment of face stability
in mechanized tunneling 1991
A. Alsahly & G. Meschke
Meta model-based sensitivity analyses of soil-structure interaction in urban tunneling 1999
J. Ninić, S. Miro, G. Meschke, D. Hartmann & T. Schanz
Numerical assessment of tunnel face stability below the water table 2007
C. Callari
Investigation of the influence of deep tunneling on existing building 2011
T. Nakai, H.M. Shahin, S. Kuroi & T. Iwata
Author index 2017
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Computer Methods and Recent Advances in Geomechanics – Oka, Murakami, Uzuoka & Kimoto (Eds.)
© 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0
Preface
Over the last half a century, constitutive models for geomaterials and numerical analysis methods have been
well developed. Nowadays, numerical methods play a very important role in Geotechnical Engineering. The
first pioneering conference was held at Waterways Experiment Station, Vicksburg, Mississippi, USA in 1972
under the leadership of Prof. C.S. Desai. Then, subsequent conferences were held in Blacksburg (USA) – 1976,
Aachen (Germany) – 1979, Edmonton (Canada) – 1982, Nagoya (Japan) – 1985, Innsbruck (Austria) – 1988,
Cairns (Australia) – 1991, Morgantown (USA) – 1994, Wuhan (China) – 1997, Tucson (USA) – 2001, Torino
(Italy) – 2005, and Goa (India) – 2008. Now the conference is organized by IACMAG every three years. The
last one, the 13th International Conference on Computer Methods and Advances in Geomechanics, was held in
Melbourne, Australia in 2011. The 14th conference, here in Kyoto, was accepted at the Melbourne conference
in 2011. This conference series is the main activity of the International Association for Computer Methods
and Advances in Geomechanics founded in 70’s by Prof. C.S. Desai of the University of Arizona; the present
president of IACMAG is Prof. J. Carter of the University of Newcastle.
The 14th International Conference of the International Association for Computer Methods and Advances in
Geomechanics (14th IACMAG) was held in Kyoto from September 22–25, 2014. The aim of the conference was
to give an up-to-date picture of the broad field of research of computer methods and advances in geomechanics.
Contributions from experts around the world covered a wide range of research topics in geomechanics.
The IACMAG conference series has covered computer methods, material modeling and testing, applications
to a wide range of geomechanical problems, and recent advances in various areas that may not necessarily involve
computer methods. These include, for example, the development and usage of new materials; the constitutive
modelingofmaterialsincludingdeformation,damageandfailure;theverificationofexistingandnewconstitutive
models; the micro-macro correlations of material responses including non-destructive testing; new techniques
for material and site characterization; computer aided engineering and expert system; innovative construction
using new materials and computer methods; the design and rehabilitation of infrastructures; the use of system
and optimization procedures; and remote sensing.
The 14th IACMAG conference was successfully held thanks to the many participants from 38 countries, the
members of the organizing committee, the local organizing committee and the international members. In addition,
we are very grateful to all of the diligent and qualified reviewers for their help.
The Proceedings of the conference have been published by the CRC Taylor & Francis Group and contain
eleven Plenary lectures by eleven outstanding experts in the field as well as 314 contributed papers.
Fusao Oka (Chairperson)
Akira Murakami (Co-Chairperson)
Ryosuke Uzuoka (Secretary)
Sayuri Kimoto (Secretary)
22nd September 2014
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Computer Methods and Recent Advances in Geomechanics – Oka, Murakami, Uzuoka & Kimoto (Eds.)
© 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0
Obituary
Dr. Marta Dolezalova
Dr. Marta Dolezalova left this earth on December 23, 2013. She was born in Budapest, Hungary in 1932. She
graduated from the University of Odessa in 1955, and received a Ph.D. degree in the field of Soil Mechanics and
Dam Engineering from the Research Institute VODGEO, Moscow in 1968. In 2010 she was made an honorary
professor of University of Pecs, Hungary.
Marta was one of the few persons who have participated actively in the International Association of Computer
Methods and Advances in Geomechanics (IACMAG), International Journal of Geomechanics (IJOG-ASCE),
and until the year 2000 in the International Journal of Numerical and Analytical Methods in Geomechanics
(IJNAMG-John Wiley). Her contributions have been valuable, continuous, and significant.
Marta and I (Chandra Desai) met for the first time during the second IACMAG conference in Aachen,
Germany in 1979. Since then I have known her for monumental contributions, particularly in computer methods
and constitutive models for the solution of complex and challenging engineering problems.
During her studies in Odessa, USSR, she met Czech student, Milan, got married and went to live in
Czechoslovakia. As was the custom of the then socialist regime, young graduates were encouraged to gain
experience in the field. Marta and her husband spent four years working on the construction of a large dam
and hydroelectric station Lipno in South Bohemia. In 1959 they moved to Prague and Marta started working
in Hydroprojekt Company where she stayed until 1989. During the 70’s and 80’s, the hardline Czechoslovak
regime made it very difficult for Marta to develop her research work, preventing her from publishing, working in
academia and international travel. However, with relentless energy and dedication, she continued her scientific
work in her personal time and built up her international contacts through her contributions. After the Velvet
Revolution in 1989 which brought down the iron curtain, Marta’s work took on new intensity. She became a
senior researcher and the Head of the Department of Numerical Modeling at the Academy of Sciences of the
Czech Republic until 1997. In 1991she founded and was the head of the consulting firm, Dolexpert Geotechnika,
where she continued working until the time she passed away. During these years she also travelled extensively,
attending a number of international conferences across the word and expanding her contacts with international
colleagues she so highly valued.
As a private consultant, she took many challenging projects in such areas as dams, slopes, mines, caverns and
tunnels, and obtained their solutions exercising her deep knowledge of practical aspects as well as computer
(finite and discrete) methods. Her work has been highly systematic and she knew how to solve complex issues
with simplified explanations, for which she was a highly valued expert. She was known for her personal courage
and was not afraid to stand by her professional opinion against the majority when she was convinced about her
cause.
Marta participated actively in research in the field of numerical analysis of geotechnical problems, sponsored
by many agencies such as European Union and the Grant Agency of the Czech Republic. She performed the
research with attention to minute details and achieved excellent results, which consisted of over one hundred
technological models based case studies. She also managed and supervised the research projects, and trained a
number of young researchers. It is also worth noting that as a woman she was a pioneer working in technical
fields dominated by men.
Duringmanydecadesofactivecareer,shewasinvitedbyvariousinstitutionssuchastheDepartmentofGeology
and Hydrogeology at Charles University, Prague, where she taught the Introductory course on Numerical Methods
in Geomechanics (1997–Dec. 2013); Miskolc University, Miskolc, Hungary where she taught Advanced Course
on Numerical Methods in Geotechnical practice (1991, 1994). We (my family and I) are very fortunate that
Marta and her husband Milan visited us in Tucson, AZ, (1996) where she, as Visiting Professor at University of
Arizona, taught seminars on “Special Topics on Numerical Methods in Geotechnical Engineering”. Their visit
to Tucson is a highlight of our long friendship, which we remember very often with fondness and friendship.
Marta’s many credits include over 370 publications (1 Book, 157 Articles, 112 Research Reports and 100
Technical reports), and invitations as key note lecturer, as a panelist and as a chairperson at major international
conferences in the areas of numerical modelling, soil and rock mechanics, tunneling, and discontinuum modeling
and case histories.
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27. Oka Prelims-FP.tex 13/8/2014 18: 43 Page XXVI
Because of her outstanding contributions, she has received a number of awards and recognitions; to name a
few: Theodor Jezdik Award in 1985; Medal from the Technical University of Ostrava, 1992; Medal from the
Institute of Theoretical and Applied Mechanics, Academy of Sciences, Czech Republic, 1992; Jaky’s Memorial
Medal, Budapest, 1993; IACMAG Awards for Excellent contributions 1997 and 2001; Chandra Desai Medal,
IACGMAG, 2005; Who’s Who is Science and Engineering certificate, 2003–2004; Who’s Who in the World
certificate, 2004–2005 and Karoly Szechy Medal (Award), 2010.
Dr.MartaDolezalovarepresentedtheverybestanengineerandaresearchercouldoffer.Shewasanoutstanding
friend, and a loving wife and mother for her husband Milan and daughter Jitka. She has left a lasting impression
and legacy in the professional field of Geomechanics.
Milan Dolezal
Jitka Dolezalova
Chandrakant S. Desai
February 14, 2014
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Computer Methods and Recent Advances in Geomechanics – Oka, Murakami, Uzuoka & Kimoto (Eds.)
© 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0
Committee members
ORGANIZING COMMITTEE
F. Oka Kyoto University (Chair)
S. Valliappan The University of New South Wales (Honorary Chair)
J. Carter The University of Newcastle (Co-Chair, President of IACMAG)
C.S. Desai The University of Arizona (Co-Chair)
A. Gens Universitat Politecnica de Catalunya (Co-Chair)
G. Gioda Politecnico di Milano (Co-Chair)
A. Murakami Kyoto University (Co-Chair)
M. Zaman The University of Oklahoma (Co-Chair, Secretary of IACMAG)
R. Uzuoka The University of Tokushima (Secretary)
S. Kimoto Kyoto University (Secretary)
LOCAL ORGANIZING COMMITTEE
S. Akutagawa Kobe University K. Maeda Nagoya Institute of Technology
S. Ando Kajima Corporation M. Mimura Kyoto University
K. Fujisawa Kyoto University Y. Miyata National Defense Academy
H. Furuya Obayashi Corporation A. Murakami Kyoto University
H. Hazarika Kyusyu University N. Nakanishi Fukken Co., Ltd.
Y. Higo Kyoto University S. Nishimura Okayama University
M. Hori The University of Tokyo T. Noda Nagoya University
K. Horikoshi Taisei Corporation F. Oka Kyoto University
A. Iizuka Kobe University J. Otani Kumamoto University
K. Inoue Kobe University K. Suzuki Saitama University
Y. Ishida Ritsumeikan University M. Suzuki Chiba Institute of Technology
S. Kataoka Kobe University R. Uzuoka The University of Tokushima
R. Kato Nikken Sekkei Civil A. Wakai Gunma University
K. Kaneda Takenaka Corporation Y. Watabe Port and Airport Research Institute
S. Kimoto Kyoto University A. Yashima Gifu University
M. Kimura Kyoto University Y. Yamakawa Tohoku University
T. Kyoya Tohoku University K. Yamamoto JOGMEC
H. Kusumi Kansai University F. Zhang Nagoya Institute of Technology
INTERNATIONAL SCIENTIFIC COMMITTEE
M. Barla Italy H. Hazarika Japan
R. Bathurst Canada T. Hueckel USA
G. Biscontin UK A. Iizuka Japan
R. Blaheta Czech Republic D.R. Katti USA
O. Buzzi Australia P.K. Kolay USA
K.T. Chau Hong Kong K. Krabbenhoft Australia
F. Darve France L. Laloui Switzerland
M. Dolezalova Czech Republic B. Loret France
W. Ehlers Germany D. Masin Czech Republic
A. Elgamal USA G. Meschke Germany
D. Elsworth USA R.L. Michalowski USA
P. J. Fox USA I.D. Moore Canada
M. Genis Turkey M. Muniz de Farias Brazil
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G. Mylonakis Greece H.F. Schweiger Austria
P. Nawrocki UAE A.P.S. Selvadurai Canada
T. Noda Japan J. Semblat France
C. O’Sullivan UK D.N. Singh India
J. Otani Japan H.J. Siriwardane USA
A. Pak Iran S. Sivakugan Australia
P. Papanastasiou Cyprus K. Suzuki Japan
K.K. Phoon Singapore V
. Thakur Norway
D. Potts UK D.G. Toll UK
A. Puppala USA L. Trauner Slovenia
A. Puzrin Switzerland E. Tutumluer USA
R.A. Regueiro USA S. Vanapalli Canada
M. Romo Mexico R. Wan Canada
K. Rowe Canada K. Yamamoto Japan
S. Sakurai Japan Q. Yang China
D. Sarma Botswana J. Yin China
C. Scavia Italy H. Yu UK
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Computer Methods and Recent Advances in Geomechanics – Oka, Murakami, Uzuoka & Kimoto (Eds.)
© 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0
Reviewers
Keita Abe Shinichi Akutagawa Omer Aydan
Marco Barla B. Munwar Basha Giovanna Biscontin
Radim Blaheta Ronaldo I. Borja Eduardo Botero-Jaramillo
Sao-Jeng Chao Jianye Ching Annamaria Cividini
Wolfgang Ehlers Shijin Feng Gordon Fenton
Kazunori Fujisawa Hiroshi Furuya Melih Genis
Giovanni Grasselli Vaughan Griffiths Meen-Wah Gui
Sumanta Haldar Hemanta Hazarika Yosuke Higo
Kenichi Horikoshi Md Shahin Hossain Jinsong Huang
Maosong Huang Yu Huang Atsushi Iizuka
Kazuya Inoue Ryohei Ishikura Koichi Isobe
Dong-Sheng Jeng Cristina Jommi Kazuhiro Kaneda
Satsuki Kataoka Dinesh Ramanath Katti Ryosuke Kato
Tadashi Kawai Naotaka Kikkawa Mamoru Kikumoto
Sayuri Kimoto Takatoshi Kiriyama Akira Kobayashi
Taizo Kobayashi Prabir K. Kolay Akiko Kono
Tomofumi Koyama Hiroyuki Kyokawa Takashi Kyoya
Stefan Larsson Benjamin Loret Kenichi Maeda
B.K. Maheshwari Tatsunori Matsumoto Günther Meschke
Radoslaw L. Michalowski Mamoru Mimura Kinya Miura
Yoshihisa Miyata Ian D. Moore Shuji Moriguchi
Toshifumi Mukunoki Kentaro Nakai Teruo Nakai
Noriaki Nakanishi Yukio Nakata EA de Souza Neto
Shin-ichi Nishimura Tatsuro Nishiyama Toshihiro Noda
Hideto Nonoyama Kazuhiro Oda Satoru Ohtsuka
Fusao Oka Jun Otani Ali Pak
P. Papanastasiou R-O Miguel Pedro Horatiu Popa
David Potts Jiangu Qian Hidetaka Saomoto
Yutaka Sawada Helmut F. Schweiger Antony Patrick Selvadurai
Satoru Shibuya D.N. Singh Takayuki Shuku
Hema Siriwardane Nagaratnam Sivakugan Kenichi Soga
Kiichi Suzuki Makoto Suzuki Daiki Takano
Izuru Takewaki Mahdi Taiebat Kazuo Tani
David Toll Vikas Thakur Ryosuke Uzuoka
Sai Vanapalli Philip Vardon Akihiko Wakai
Richard Wan Jui-Pin Wang Yoichi Watabe
Min-Hao Wu Wei Wu Yuki Yamakawa
Qiang Yang Bin Ye Guanlin Ye
Feng Zhang Jidong Zhao
(in alphabetical order) 116 Reviewers
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PLENARY LECTURES
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Computer Methods and Recent Advances in Geomechanics – Oka, Murakami, Uzuoka & Kimoto (Eds.)
© 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0
Measuring stiffness of soils in situ
G. Biscontin
Department of Engineering, University of Cambridge, UK
J. Ahn
School of Civil and Environmental Engineering, Pusan National University, Republic of Korea
ABSTRACT: Large scale shakers can be employed to measure the shear modulus of soil as a function of shear
strain directly in situ. The method involves applying dynamic loads on a surface foundation while measuring the
dynamic response of the soil mass beneath the foundation with embedded instrumentation. The interpretation
of these tests for determining the shear modulus nonlinearity requires careful handling of the data. The response
of the footing can also be used to assess various methods to estimate the properties of a circular foundation.
Different methods can be used to estimate both the shear modulus and the level of strain during the test, either
directly from the measured wave forms or using inverse analysis. When compared to laboratory results in the
literature, estimated in situ shear moduli at the National Geotechnical Experimentation Site at Texas A&M
University show larger elastic threshold shear strains.
1 INTRODUCTION
Oneoftheenduringchallengesofseismicsiteresponse
analysis is the need to assess soil properties at the
location of interest. An increasing selection of com-
putational tools, including nonlinear material models
and three-dimensional finite element codes, is becom-
ing available and moving into general use. Although
significant progress has been made in the last decade
in our ability to measure the relevant dynamic soil
properties, a number of common assumptions have
not been fully verified yet. Therefore, we can use very
powerful computational tools, but doubts still remain
about material properties as input. Recognizing that
soil behavior is nonlinear, the simplest approach avail-
able is equivalent linear analysis (Idriss et al. 1973),
which is the most commonly used method used in
practice for seismic site response analysis. For this
simplified approach we need to input a shear wave
velocity profile (Gmax) and a variation of shear modu-
lus as a function of the level of strain. Much progress
has been made to develop tools and techniques to
obtain shear wave velocity profiles ever more cheaply
and with no need for boreholes. However, we gener-
ally still encounter two main issues: 1) the small strain
shear modulus measured in situ, usually derived from
measurements of shear wave velocity, is generally con-
siderably different from the small strain shear modulus
measured in the laboratory; 2) we are not able to assess
the variation of shear modulus with strain directly in
the field.
Common practice is to assess the modulus reduc-
tion in the laboratory, for example through resonant
column testing, and then scale the normalized labora-
tory relationship of G/Gmax vs shear strain, γ, using
field measurements of Gmax for the numerical analy-
sis. Although this is a generally accepted procedure,
it has received only very limited validation, because
of the inherent difficulties in measuring the modulus
variation with strain directly in the field. The instal-
lation of downhole arrays able to capture acceleration
time histories during earthquakes at different depths
in the soil column has provided direct data of soil
response at different strain levels, which have been
used to evaluate the variation of G/Gmax vs with strain
(Zeghal et al. 1995, Chang et al. 1996). Devices have
also been developed to assess the shear modulus and
its nonlinear variation with strain by testing labora-
tory size specimens directly in the borehole (Henke
and Henke 1993, Henke and Henke 2002, Roblee and
Riemer 1998, Safaqah and Riemer 2006). Although
these methods may be able to minimize sample dis-
turbance, which may be responsible for much of the
observed difference between laboratory and field mea-
surements, they still test a very small portion of the
soil.
Over the last 10 years large mobile field equip-
ment (Figure 1) able to exert significant loads on
the soil were developed at the University of Texas at
Austin thanks to the Network for earthquake Engineer-
ing Simulation (NEES) program (Stokoe et al. 2006,
Menq 2014). The mobile shakers can be used to gen-
erate sufficient cyclic strain that modulus variation
with strain can be measured directly in situ. The work
presented here illustrates the field testing setup and
summarizes the techniques used to extract the shear
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35. Oka CH001.tex 8/8/2014 20: 28 Page 4
Figure 1. Thumper, the vibroseis truck developed by the
University of Texas at Austin through the NEES research
program (Menq, 2014).
modulus variation with strain directly from the field
measurements.
2 TESTING PROGRAM
2.1 Test site
Testing was carried out at the National Geotechnical
Experimentation Site (NGES) on the Riverside Cam-
pus of Texas A&M University. The resulted presented
here are from a location characterized by a soil profile
dominated by sandy deposits in the upper part. Exten-
sive site characterization and laboratory testing were
carried out for previous projects and the information
is collected in a series of reports (Briaud 1997).
The surface layer is comprised of a mottled red
and tan silty sand, down to approximately 4 m. This
is underlain by a clean sand with an average thickness
of 4 m, down to 8 m.The third layer is a heterogeneous
mix of thin, interbedded sand, clay and clayey gravel
layers, down to a depth of 12.5 m, below which shale
is encountered. A summary of the soil profile and rel-
evant properties is in Figure 2. Groundwater is located
at 7.3 m below the surface. Density is slightly more
variable in the top layer, 1500 kg/m3
to 2100 kg/m3
,
than in the rest of the profile, 2000 kg/m3
, as shown in
Figure 2.An average value of 1800 kg/m3
was selected
to represent the top 3 m of the soil profile. Shear wave
velocity was also determined at the site using spectral
analysis of surface waves (SASW) at the location of
the test before placement of the instrumentation and
construction of the concrete footing (Park 2007).
2.2 Test setup
The testing set up consisted of a circular reinforced
concrete footing of 0.90 m diameter and 0.30 m thick-
ness as shown in Figure 3. The footing was then
embedded for a depth of approximately 0.10 m.
The soil below the foundation was carefully instru-
mented at various locations. Velocity measurements
were taken using 28-Hz one-axis geophones, arranged
in sets of three and oriented in perpendicular direc-
tions.The geophones were embedded in an epoxy case,
which ensured the proper arrangement and simplified
the placement within the soil. Each 3-D geophone
assembly was a 3.7 cm cube with unit weight of
22.8 kN/m3
, which is similar to the unit weight of the
soiltominimizetheeffectoftheinclusions(Park2010)
on the wave propagation.
Three boreholes, of 6 cm diameter, were carefully
hand excavated below the center of the footing and at
23 cm on either side of the center. The 3-D geophones
were placed on four levels below the foundation
at 12.7 cm intervals (Figure 3). Soil was carefully
compacted in the small boreholes between the instru-
ments. Additional geophones were embedded within
the footing itself.
2.3 Vibroseis loading system
The mobile shaker Thumper, developed by the Uni-
versity of Texas at Austin for NEES@UT, was used
to load the footing. Thumper has a dead weight of
approximately 100 kN and can load dynamically in
both vertical and horizontal directions. It can apply
a force amplitude of up to 26.7 kN over a frequency
range of 17 Hz to 225 Hz. The dynamic motion results
from the rotating reaction mass and baseplate, which
have masses of 141 kg and 168 kg, respectively.
2.4 Testing program
The testing program at NGES used Thumper to apply
a static load to the foundation first and then a cyclic
load of varying amplitude in either the horizontal or
vertical direction. Each set of cyclic testing consisted
of a sufficient number of cycles to reach a steady state
response before the next set was applied. The field
testing tried to replicate the concept behind laboratory
tests, in which a specimen is subjected to a number of
cycles of loading that results in stable loops to deter-
mine the secant modulus for each strain level. The
reference shear strain associated with a shear mod-
ulus is the maximum strain in the cycles. The load
was increased sufficiently to be able to generate large
enough strains within the soil to observe a decrease in
modulus, ideally yielding a G vs γ curve.
3 EFFECT OF EMBEDMENT
The soil surrounding the footing was loosely com-
pacted after construction and it was necessary to assess
the effect of embedment with loose backfill.Ahn et al.
(2011) compared the natural frequencies and damping
of the soil-foundation system evaluated from numeri-
cal analysis with those from field experiments by Park
(2007).
Three different approaches to extract the dynamic
characteristics – the undamped natural, damped natu-
ral and peak frequencies and the damping ratio – from
the vertical dynamic stiffness are presented. In all the
approaches,thesoil-foundationsystemissimplifiedas
a single degree of freedom system (SDOF) system.As
the system is not originally a SDOF, depending on the
approximation strategy employed, each approach may
produce different results, but still lead to meaningful
information.
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36. Oka CH001.tex 8/8/2014 20: 28 Page 5
Figure 2. Soil profile and soil properties at the National Geotechnical Experimentation Site on the Riverside Campus of
Texas A&M University (Briaud 2007, Park 2007).
Figure 3. Test setup at NGES, Texas A&M University.
3.1 Dynamic stiffness approach
The undamped natural frequency ωn and the damp-
ing ratio ξ of the whole system can be evaluated from
the real and imaginary components of the dynamic
stiffness, as functions of frequency. The undamped
natural frequency is given by the intersection of the
curve representing the real part of the dynamic stiff-
ness versus frequency and a second degree parabola
givenbyKreal = mω2
asillustratedinFigure4(a)where
m is the mass of the foundation. Once the frequency is
known, the value of the dashpot constant is obtained
from the imaginary component divided by the circular
frequency at that frequency (Figure 4(b)).
Practically, for most buildings, the differences
among the undamped natural, damped natural, and
Figure 4. Dynamic stiffness approach.
peak frequencies may not be significant because the
value of damping is small. In the system investi-
gated here, however, the differences are far more
pronounced, because the energy dissipation in soil,
represented by the damping, can be very large. The
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37. Oka CH001.tex 8/8/2014 20: 28 Page 6
damped natural frequency ωD and the peak fre-
quency ωp for deformation response are estimated
from (Chopra 2001)
for damping ratio smaller than 1/
√
2.
3.2 Maximum response approach
The peak frequency ωp and the damping ratio ξ can
be evaluated from the deformation response Rd, equal
to the dynamic deformation divided by the static
deformation, of the SDOF system. The peak fre-
quency is determined as the forcing frequency at which
the largest response occurs. The damping ratio can
be estimated from the following formulation of the
deformation response Rd corresponding to its peak
frequency (Chopra 2001):
3.3 Response time history approach
The damped natural frequency ωD and the damping
ratio ξ can be estimated from the free vibration of
the system subjected to an impulse. The free vibra-
tion response of the system starts after the end of the
impulse. The damped natural frequency and damping
ratio can be evaluated from the ratio of successive
peaks of the free vibration response of the system.
The displacement u(t) of a viscously damped SDOF
system in free vibration at time t is
The damping ratio can be evaluated as
where δ = ln[−ui/ui+1]. The quantities ui and ui+1
represent two successive peaks of opposite sign. The
damped natural frequency is estimated from TD/2.
This approach is also valid for the velocity or the accel-
eration time histories. The velocity time history was
used to estimate the damped natural frequency and
damping ratio of the system in this article.
3.4 Application
A number of tests were conducted by Park (2007) and
Stokoe at the University of Texas on a circular foun-
dation at a site in Austin, Texas. The foundation had a
0.91 m diameter and an embedment of 0.25 m. Shear
wave velocity profiles were determined in situ using
SASW along two different lines, referred as A and B,
perpendicular to each other. The foundation was sub-
jected to stepped sine loading and an impulse. The
response of the foundation was recorded at two geo-
phone sensors, G1 and G2.The computed values of the
dynamic characteristics are presented inTable 1.When
using the dynamic response curve, the frequencies and
the damping ratio were estimated using the half-power
bandwidth and the maximum response. Since the res-
onant amplitude and frequency from the stepped sine
test did not vary much due to the limited excitation
amplitude, the system was assumed to display linear
response during the tests. The quadratic terms of the
damping ratio are often neglected in the half-power
bandwidth approach; however they become relevant
in this case because of the large energy dissipation.
The equation of the half-power bandwidth approach
is derived including the quadratic terms of damping
ratio:
where ωa and ωb denote the circular frequencies when
the dynamic response factor Rd is A times its peak
value. For the stepped sine test, the resonant frequency
was estimated from the peak of the dynamic response
curve and the damping was computed with equation 6
with A equal to 1/
√
2 and equation 2. In addition,
finite element analyses (Kausel & Roësset 1975) were
conducted with the the shear wave velocity profiles
obtained from SASW. For the analyses, the effect of
the embedment was neglected because the soil on
the sides of the footing had not been densely com-
pacted, and it was felt that under repeated cyclic loads
there would be separation. It would be worth to note
that Novak and Berdugo (1972) reported the effects
of embedment upon the peak frequency and ampli-
tude are considerably reduced if the embedment is
backfilled.
From the results of experimental and numerical
analyses in Tables 1 and 2, it appears the finite ele-
ment model predicted reasonably well the resonant
frequency from the stepped sine test. The results
obtained with the impulse excitation, however, suggest
a stiffer foundation (higher natural frequency). Since
the impulse had a very small amplitude and very short
duration, the effect of embedment (neglected in the
finite element analyses) may be present for this type
of loading. Considering the effect of embedment using
the approximate formulas suggested by Kausel and
Ushijima (1979), the vertical stiffness would increase
by a factor of approximately 1.6.This would lead to an
increase in the natural frequency by a factor of 1.28,
andthereforethecomputednaturalfrequenciesof60to
70 Hz in the theoretical case (Table 2) would become
77 to 90 Hz much closer to the experimental results
(Table 2(b)). Higher damping ratio, or larger energy
dissipation, with the impact test can be explained by
embedment as well.
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Table 1. Frequencies and damping ratio from experiment
data.
(a) Stepped sine test
Test Model fn fD fr ξ
(Hz) (Hz) (Hz)
S1 HPB 57.1 53.7 50.1 0.34
MR 54.9 52.6 50.1 0.29
S2 HPB 57.7 54.0 50.1 0.35
MR 55.3 52.8 50.1 0.30
S3 HPB 57.1 53.7 50.1 0.34
MR 55.7 53.0 50.1 0.31
Mean HPB 57.3 53.8 50.1 0.34
MR 55.3 52.8 50.1 0.30
HPB: Half power bandwidth
MR: Maximum response.
(b) Impact test
Test Geophone fn fD fr ξ
(Hz) (Hz) (Hz)
I1 G1 89.3 78.9 66.7 0.47
G2 81.0 73.3 64.8 0.42
I2 G1 86.7 77.2 66.3 0.46
G2 81.8 74.8 67.2 0.40
I3 G1 90.5 78.9 65.2 0.49
G2 89.5 77.2 62.5 0.51
I4 G1 88.6 78.2 66.2 0.47
G2 81.4 74.4 66.8 0.40
Mean G1 88.8 78.3 66.1 0.47
G2 83.4 74.9 65.3 0.43
Table 2. Frequencies and damping ratio predicted by finite
element analysis.
SASW Model fn fD fr ξ
line (Hz) (Hz) (Hz)
A DS 63.6 59.9 55.8 0.34
MR 58.8 55.5 52.0 0.33
RTH 62.5 58.8 54.9 0.34
B DS 69.7 62.4 54.1 0.45
MR 45.8 41.9 37.5 0.41
RTH 67.5 58.8 48.7 0.49
DS: Dynamic stiffness
MR: Maximum response
RTH: Response time history.
4 MODULUS NONLINEARITY BY PHASE
DIFFERENCE
In the field tests with the setup illustrated in Fig-
ure 10, the geophones measured particle velocities
at various depths and locations under the footing. It
is possible to evaluate shear wave velocity and strain
directly from these measurements, but approximations
are introduced into these estimates.
The process of deriving shear modulus and strains
directly from field measurements is described in
Figure 5. Schematic illustration of strain calculations.
detail by Park (2010). The geophones generate sig-
nals of very low voltage, resulting in somewhat noisy
recorded waveforms, which generally are not perfectly
sinusoidal. Pre-processing of the waveforms consists
in estimating the frequency and phase of the steady-
state portion of each set of cyclic loading using least
square error minimization. The shear wave velocity
(vs) between any two instruments is computed from
the time lag (t) between arrival times at the different
known depths, separated by a distance z, :
The shear modulus (G = ρv2
s ) can be computed
assuming a known value for the soil density ρ. Alter-
natively, the estimated phase difference between the
waveforms at the two locations can also be used
(Stokoe et al. 2006,Ahn 2007) to assess the time lapse,
reducing the influence of the operator.
Displacements are computed by integration of the
velocity time histories, with a correction for any shifts
duetointegration.Itwouldbetemptingtousethepeak-
to-peak difference in amplitude to assess an average
strain (8) in the soil between two geophones. The ref-
erence shear strain is sometimes estimated comparing
locations of two measurements points at the instant
in which the top point reaches its peak displacement
(Figure 5):
Since the direction of displacement is not meaning-
ful, both positive and negative peaks are considered.
4.1 Assessment
Numerical analysis was used to assess the significance
of the approximations that are introduced by using the
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Figure 6. Normalized input shear modulus variation with
strain and values calculated for time intervals at which
maximum strains occur.
methods described in the previous section to estimate
both strain level and shear wave velocity. The setup
was idealized using a cone model. Meek and Veletsos
(1974) pointed out that a cone could represent exactly
the stiffness of a circular foundation on the surface of
an elastic half space. This concept was further devel-
oped by Wolf and Deeks (2004), who presented cone
solutions for a number of different excitations and
layered soil profiles where the properties vary with
depth.
Although a shear cone, in which only shear defor-
mations are allowed, will provide the correct values
for the horizontal stiffness of a circular mat, it will not
reproduce exactly the state of strains and stresses in
the soil, since in the real problem a horizontal force
will produce both a horizontal displacement and a
small rotation of the foundation, with a fully three
dimensionalstateofstresses.Thestudypresentedhere,
therefore, focuses on one-dimensional propagation of
shear waves generated by a harmonic load applied
at the surface through a circular footing. While the
cone model does not reproduce the true conditions
of the tests, including any effects of soil properties
varying with depth, the simplifications are justified in
view of the interest in evaluating the approximations
in the interpretation method, which is also based on a
one-dimensional assumption.
The cone equations were discretized using differ-
ent approaches: a lumped-mass and spring model and
a second-order finite difference scheme. A piece-
wise nonlinear model following Iwan (1967) was
then implemented within each approach and used
to assess the simplified method against the numer-
ical results. Details of the numerical solutions and
validation procedures are found in Torres (2010).
A idealized uniform soil profile was used for the
assessment. The soil properties and the geometry did
not match the actual field conditions, but are used for
assessing the method only. The deposit had an initial
shear wave velocity at low strains of of 100 m/s, a
mass density of 2000 kg/m3
, a maximum shear mod-
ulus Gmax of 20 MPa, and a modulus reduction curve
adapted from Darendeli (2001) (Figure 6). The foot-
ing of 0.5 m radius was subjected to harmonic forces
Figure 7. Assigned normalized shear modulus variation
with strain estimates γ.
with a frequency of 50 Hz and varying amplitudes.The
harmonic force amplitudes were 100, 500, 1000, 5000,
and 10,000 N.
Thenonlinearvariationofshearmoduluswithstrain
selected as input is shown as a continuous line in
Figure 6. The symbols represent the values of shear
modulus assigned by the program during to the mate-
rial between two measurement points based on the
maximum strain level assessed by the code. Clearly
this is simply confirming that the code operates as
expected and assigns the correct modulus based on
the strain experienced by each segment.
Figure 7 shows the variation of shear modulus when
the strains are estimated from peak-to-peak displace-
ments (equation 8) or locations at peak displacement
(equation 9). The normalized shear modulus is the
value assigned by the code between the two corre-
sponding measurement points. This is done to assess
independently the effect of the approximations intro-
duced by each estimation method. In this case, the
estimated curves lie to the left of the input values, indi-
cating that both strain estimates are smaller than the
actual maximum strain occurring between two mea-
surement points. The second estimate of shear strain,
from equation 9 performs slightly better. The peak-to-
peak displacement compares the position of the two
locations at different times, so it does not represent
a strain occurring in the soil and is clearly not the
largest value during a cycle of loading. Even if the
distance between two measurement points is much
smaller that the wavelength of the excitation, the dis-
placement between two measurement points is not
necessarily largest when peak displacement is reached
at one of the locations because of the sinusoidal nature
of the excitation and the decrease in amplitude of the
response. In addition, the models used here are lin-
ear and therefore no change in the period of the waves
occurs. In actual soils the response will be complicated
by heterogeneities and frequency shifts.
Similar considerations also hold for the estimate
of shear wave velocity, and therefore shear modulus.
The shear wave velocity is calculated using the peak-
to-peak time delay (equation 7). When the ratio of
v2
s /v2
s max is plotted versus the maximum strain in the
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40. Oka CH001.tex 8/8/2014 20: 28 Page 9
Figure 8. Normalized shear wave variation with maximum
strain.
cycle (Figure 8), the estimated values are much more
scattered and tend to be to right of the input curve.
This indicates that the shear wave velocity calculated
with this method yields some kind of average value
over the time interval, rather than the minimum cor-
responding to the maximum cyclic strain. The scatter
shows how a very small error in estimating the time
interval can make an significant difference in shear
wave velocity, even when using numerical results. The
estimation of shear wave velocity is extremely sensi-
tive to the reading of the travel time between closely
placed geophones. Actual measurements in field con-
ditions are characterized by significant noise in the
signals. If the shape of the waves is irregular, then it
becomes even more complicated to estimate the travel
time consistently.
5 MODULUS NONLINEARITY BY INVERSE
ANALYSIS
As discussed above, the direct estimate of shear wave
velocity and strain from field measurements is very
sensitive to noise and the choice of approximation
which is used to assess strains. Another issue is raised
by the difficulty of loading the footing horizontally
maintaining good contact between the pad and the
foundation. The issue is less problematic when the
footing is loaded vertically. However, in this case, it
is not possible to use the direct method outlined above
to assess the shear modulus of the soil.
This section focuses on a different approach based
on the inverse analysis of the measurements to estimate
linear and nonlinear shear modulus, which can be used
even when vertical excitation is applied to the footing.
This method requires an iterative process to estimate
the set of soil moduli which produce calculated veloc-
ity time histories matching geophone measurements
(Ahn 2007).
Inverse analysis aims at establishing a mathemati-
cal or numerical model of the system to be evaluated
based on measured input and output. Once a model is
developed to describe the unknown system, its param-
eters can be estimated by iteration until the calculated
Figure 9. Schematic of the iterative solution process.
response matches the measured output under a given
input. In general, the forward problem involves calcu-
lating the output of the system based on the established
numerical model with assigned model parameters.The
inverse problem addresses the reverse procedure in
which model parameters are estimated by matching
predicted and measured responses using an algorithm
to update the parameters. The general procedure for
the inverse analysis is illustrated in Figure 9. In this
problem, G(n) denotes a set of shear moduli at the
nth iteration, dm and dc the displacements measured
in the field and calculated from the numerical model,
respectively, and the difference between dm and dc.
In this study, the unknown system is the setup in
the field, consisting of a surface foundation and geo-
phones as shown in Figure 3. An axisymmetric finite
element model with a consistent transmitting bound-
ary (Kausel and Roësset 1975) is used to simulate the
responses of the unknown system. The axisymmetric
geometry is beneficial in terms of calculation costs,
but all the elements at a given radial distance must
have the same material properties, which is a condi-
tion satisfied for the case of vertical excitations. The
geometrical model is illustrated in Figure 10. A rigid
surface foundation with radius R and mass m is placed
on the soil, and the consistent transmitting boundary
is used as the lateral boundary. The modulus nonlin-
earity is again described by using an equivalent linear
approach.
5.1 Inversion algorithm
As a parameter adjusting algorithm, a nonlinear least
squares, Levenberg-Marquardt method (Levenberg
1944, Marquardt 1963), is implemented for the inverse
analysis.
In the inversion procedure, the soil deposit was
divided into six layers – layers 1, 2, 3, and 4, a Tran-
sition Layer, and a Bottom Layer. In field tests, data
were only obtained in the vicinity of the foundation,
where geophones were installed, but the soil properties
of the deeper layer may affect the response at shallower
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Figure 10. Finite element model for the inverse analysis.
depths. The small strain shear modulus for the Bottom
Layer was obtained through SASW testing at the site.
A curve describing the variation of normalized shear
modulus G/Gmax with strain was also needed. While
there was no experimental basis to guide the selection
of the modulus reduction curve, this was expected to
have minor impact on the results, since the strains in
the Bottom Layer are unlikely to reach beyond the lin-
earrange.TheTransitionLayer,inwhichtheproperties
are still adjusted during the analysis, was introduced
to minimize the effect of using a fixed modulus reduc-
tion curve for the Bottom Layer on the estimated shear
moduli for Layers 1 through 4.
In the work presented here, a damping curve is
assigned to the entire model as an input and it is
not changed during the inversion process. The per-
formance of the proposed inversion method has been
evaluated through sets of preliminary analyses and the
approximations made in the proposed inversion frame-
work are shown to have a minor effect for the range of
properties tested (Ahn 2007).
For a given response, there can be more than one
valid combination of shear moduli and damping and,
therefore, the final values of shear moduli and damp-
ing ratios are not necessarily unique. Even though a
localized parameter search algorithm, nonlinear least
squares, was used, the proposed inversion framework
did not provide multiple estimates of the shear modu-
lus reduction curve during the initial evaluation of the
inversion algorithms using a known system. the pro-
cedure either failed to converge due to ill positioned
initial shear moduli or found the appropriate set of
shear moduli (baseline values) for the cases tested.
5.2 Case study
The procedure is illustrated here by utilizing the results
of a set of tests, conducted with vertical static load of
18 kN using the test setup in Figure 3. The loading
sequence consisted of several tests at different cyclic
loads from 0.89 kN to 13.38 kN applied for a suffi-
cient number of cycles to reach steady-state. Only the
steady-state responses were used in the analysis.
The values of soil density were assigned based on
the properties assessed at the site by previous stud-
ies, as shown in Figure 2 (Briaud 1997). A density of
1800 kg/m3
was assigned to the surface layer, increas-
ing to 2000 kg/m3
below based on the density profile.
A Poisson’s ratio of 0.3 was assumed based on the
ratio of compression and shear wave velocities from
small strain level tests. Preliminary analyses indicated
that these material properties may affect the esti-
mated modulus values, but not the modulus reduction
trend.
The strategy for estimating nonlinear shear mod-
uli in the vicinity of the surface foundation, while
overcoming the shortage of information about deeper
layers, where geophones did not exist, consisted of a
number of steps, illustrated below:
1. Assigned a damping curve for the entire region
of the numerical model. The mean damping curve
for cohesionless soils proposed by Seed and Idriss
(1970) was used.
2. Assigned an initial estimate of Gmax from the
SASW tests (2). This value remained constant for
the Bottom Layer. The normalized value of shear
modulus for the Bottom Layer was assumed to
follow the Seed and Idriss (1970) curve.
3. Iteratively updated the shear wave velocities for
Layers 1, 2, 3, and 4, and the Transition Layer until
thecalculateddisplacementsmatchedthemeasured
response. Five measurement locations were used
for each array below the foundation.
4. Updated damping ratios in all elements and shear
modulus of the Bottom Layer based on the octahe-
dral shear strain generated in the current iteration.
5. Repeated the third and fourth steps, until the
material properties converge.
6. Determined the average shear wave velocities in
Layers 1, 2, 3, and 4. Convert estimates to shear
moduli.
The responses of the three arrays of five geophones
each were used to estimate a set of shear wave veloc-
ities for Layers 1, 2, 3, and 4. An average of the
estimated wave velocities for each of the four layers
was then converted to shear moduli. The test results
with a static load of 18 kN are presented in Figure 11.
In Figure 11(a), the estimated moduli from measure-
ments on the South side are larger than those from the
North side. It is possible that a variation in the material
properties at the two locations may be responsible for
this difference. However, it is also likely that the static
force or the cyclic excitation may have been applied
eccentrically on the footing during the tests resulting in
aslightlyhigherconfiningstressontheSouthside.The
normalized curves in Figure 11(b) show similar trends,
regardless of the measurement locations, supporting
this hypothesis.
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