Volume 3, Issue 3 September 2018

Special Contribution

Seismic Response Analysis of Ground/Geo-structures using
Geo-Analysis Integration CodeProf. Akira ASAOKA1 and Prof. Toshihiro NODA2
1

Senior Research Advisor, Professor Emeritus, Nagoya University,
Association for the Development of Earthquake Prediction, Japan
2
Professor, Nagoya University
assumed to be saturated), we have been extending theanalysis code (Noda and Yoshikawa, 2015) to allow
seamless handling of soil skeleton-water-air coupled 3In the past, geo-analysis codes have been dedicated ones
phase systems in states between unsaturated andthat have been used after deciding in advance what issaturated soils.
expected to occur in the ground. For this reason, the inputsof the physical properties of the soils and the codes that In Sections 2 and 3 of this paper, we introduce examples ofwere employed for the analysis differed depending on the analyses that have been or are currently being carried out
engineering problem to be solved. For example, when a on the seismic responses of grounds and various structures
ground composed of alternating sand and clay layers was using the analysis codes for 2-phase systems and 3-phasethe target of analysis, the consolidation behavior of the systems. Using these codes to simulate fault movements,
ground was analyzed using a static code dedicated to our group is also pursuing integrated analysis of the stages
consolidation of clay, with sand being treated as an elastic of earthquake occurrence and propagation as well as the
body. On the other hand, for analyzing the ground’s seismic effect of ground surface tremors on civil structures,
behavior, another code dedicated to liquefaction of sand considering these to be continuous mechanicalwas employed, with clay being treated as an elastic body. phenomena. Although still at its initial stage, an example of
In order to newly establish soil mechanics by doing away analysis of strike-slip fault formation is introduced inwith such provisional or makeshift measures, the Soil Section 4. As for details of the elasto-plastic equation andMechanics Group of Nagoya University has been pursuing analysis codes, please see references Asaoka et al.(2002),
the development of an analysis code that would be capable Yamada and Noda(2015) and Noda et al.(2008), Noda andof describing what would happen in the ground when it is Yoshikawa(2015).
subjected to a given form of external force by simply
inputting at the beginning the initial conditions and the 2. Seismic response analyses of ground considered as beingmaterial constants of the ground. As a result of such saturated
development, we have proposed the SYS Cam-clay model(Asaoka et al., 2002) by incorporating the concept of sub- 2.1 Embankment collapse due to the 2007 Noto Peninsulaloading and super-loading surfaces into the Cam-clay Earthquake (Sakai and Nakano, 2012)
model. This allows the constitutive equation of the soil
The 2007 Noto Peninsula Earthquake caused large-scale
skeleton to describe within a single theoretical framework
collapse of embankments built on sloped bedrock along thethe mechanical behavior of a wide spectrum of soils
Noto Satoyama Expressway. Figure 1 is an example ofranging from sand to clay as well as the infinite number ofanalysis of one of the collapsed embankments. Theintermediate soils that exist in states between those ofmaterial constants of the soil were determined by carrying
sand and clay (ALL SOILS). In addition, through further
out tests for determining the physical and mechanicaldevelopment in recent years，it has become possible toproperties of samples taken from the embankment slope,
describe the combined loading state of the above model
which was composed of tuff breccia. The earthquake
and the Drucker-Prager model (Drucker and Prager, 1952)
motion that was observed at the K-NET Anamizu
througha“combinedloading”
elasto-plastic
observation point was referred to when inputting theequation(Yamada and Noda, 2015) that we have proposed.
seismic wave to the bottom face of the sloped bedrock. The
Simultaneously, we have been developing the analysis code
embankment was a relatively well consolidated one. During
GEOASIA (Noda et al., 2008), which is based on finite
the earthquake, the embankment does not collapse
deformation theory and is capable of handling problems of
because an increase in the mean effective stress anddeformation and failure without distinguishing between
generation of negative excess pore water pressure occur
the two (ALL STATES). This code is also capable of dealing
within it simultaneously due to positive dilatancy behavior
with inertial forces, which allows handling of static and(i.e., hardening by plastic expansion), which results fromdynamic problems en bloc (ALL ROUND). Furthermore,
the rapidly repeated large shear forces. After thefollowing our studies on soil skeleton-water coupledearthquake, however, dissipation of the negative excess
analysis (2-phase analysis) of saturated soils (or soils
water pressure leads to water absorption, and collapse of
3
1. Introduction

Volume 3, Issue 3 September 2018

the embankment occurs as a result of the softening
behavior of the soil near the slip planes. The above is notjust a singular case—there have been many other examples
of delayed embankment collapse occurring a few hours ora few days after an earthquake.

increase, liquefaction does not occur (Figure 2b). In
contrast, 2-dimensional analysis showed that the seismic
wave (body wave), the long-period components of which
had become slightly amplified in the clay layer, interferewith the propagating surface wave (Rayleigh wave) (Figure2d) that had been generated at the edge of the sloped
bedrock (edge effect). In addition, aftershocks continued
after the main tremor ceased (Figure 2c). For this reason,even in the surface layer that had been assumed to be ahomogeneous material, non-uniform shear strain
distributions are generated (Figure 2a), and liquefaction
occurs over wide areas from Location Z (near Nakamachi)
up to Location Y. The above computational results agreewith the actual conditions of liquefaction damage that
1 in the Nakamachi and Shinmachi areas of Urayasu
occurred
City.

100

50

50

0
0

0%

EPP ratio

Deviator stress q (kPa)(a) Immediately after earthquake occurrence
100

0.1 %
0%0
0
100 200 300 400(a) Shear strain
distribution 200 s after earthquake
Time (s)occurrence(b) 45 days after earthquake
0 occurrence
0.1
Shear strain s (%)

0.2

0
50
100
Mean effective
stressp(kPa)
50 %1

EPP ratio

embankment built on inclined ground,
Shear strain distribution
2.2
50 Extended ground liquefaction
50 damage at Urayasu City
caused by surface waves generated from the edge of sloped
bedrock during the Great East Japan Earthquake (Nakai etal., 2015)
0

0

2D

1D

0.5

0
0

0.1
0.2of Tohoku
050
100
The0 off the Pacificcoast
Earthquake
causedstrain s (%)damage overMean
effectivep(kPa)
massiveShearliquefaction
wideareasstressof landfill
grounds along the coast of Tokyo Bay, including Urayasu
100
100
City.
Figure 2 shows an exampleof 2-dimensional planestrain analysis of a ground in Urayasu. The ground consistsof a surface sandy soil layer and an alluvial clay layer below
it, followed by bedrock (a diluvial layer), which slopes down
50 northwest (Location X, near50
fromMotomachi) to southeast(Location Y, near Shinmachi). The thickness of the clay layer
is seen to increase as the bedrock slopes downward, andthe analysis focused attention on this irregularity of the0
0 the initial conditions ofground.
The material
constants
and
0
0.1
0.2
0
50
100
the soils
fromMeansandandstress
clay
test
Shearwerestrain determined
effectivep(kPa)s (%)
specimens sampled independently from the site and fromthe structure of the shear wave. The cross section for the
analysis was modeled as a sloped diluvial stratum with a 5
m to 55 m thick layer of sedimented clay above it. The
seismic wave that was input was 1/2 of that observed at a
depth of about GL-36 m in Shinagawa. It was input as arising wave to the bottom face of the diluvial stratum atapproximately GL-100 m. Analysis using 1-dimensionalmodeling indicated that during the earthquake, theexistence of the clay layer amplifies the seismic wave,
particularly its long-period components. Although thiscauses the excess pore water pressure in the sandy layer to

100

200

300

400

Time (s)1(b) Excess pore water change at Location Z

200
EPP ratio
Acceleration(gal)

Deviator stress q (kPa)

100Figure 1 Delayed post-seismic100
collapse of an

Deviator stress q (kPa)

0.5

Max=151.9 gal
Min=−154.2 gal

100
0.5

0
−100
0
0

−200
0

100

200 300
Time100
(s)

400

200
Time (sec)

Max=222.2 gal
Min=−200.0 gal
300400(c) Acceleration response at Location(d) Velocity vector diagram 50 s after earthquake
occurrence
Figure 2 Seismic response analysis of ground on sloped
bedrock in Urayasu City
4

Volume 3, Issue 3 September 2018

2.3 Application of the Sand Compaction Pile (SCP) Method 2.4 Application of the Pore Water Pressure Dissipation(Noda et al., 2011)
Method for shore protection structures (Noda et al., 2015;
Nonaka et al., 2017)
The SCP method is a well-known measure againstliquefaction, and Figure 3 is an example of analysis of the An example of a study on the effect of the Pore Water
mechanism of the resistance to earthquakes (suppression Dissipation Method as an anti-liquefaction measure withof deformation) obtained through SCP. The target of respect to man-made landfill ground with a shore
analysis was a ground of loose sand. First, the sand pile protection structure within Nagoya Port is shown in Fig. 4.
cavity expansion stage was simulated under the condition In this method, an important issue is the prediction of theof axial symmetry, with consideration for the compaction amount of deformation due to the compaction that resultsof the ground around the pile. Following this, seismic from the suppression of increases in water pressure by
response analysis focused on the characteristics of the drainage through vertical drains during an earthquake.
composite ground was carried out using an SCP improved Therefore, it is necessary for compaction and liquefaction,
ground model containing the sand pile and the ground together with the amount of co-seismic compaction
around the pile. In the SCP-improved ground, rapid settlement and the amount of consolidation settlement
undrained cyclic shearing occurs during the earthquake. that could occur after liquefaction, to be handled in an
This results in positive dilatancy behavior in the dense pile, integrated manner. In order to avoid the enormous number
which causes stress to concentrate in the sand pile, thus of mesh partitions needed to represent the innumerable
suppressing deformation of the ground. In the case of large buried vertical drains and the surrounding ground, theearthquake movement (L2 movement), in addition to the macro-element method (Sekiguchi et al., 1986), which isabove phenomena, even the sand between the sand piles used for analyzing compaction problems, was applied forthat had been compacted at the time of construction of the the first time in this analysis. Furthermore, for evaluating
sand piles exhibits positive dilatancy behavior, leading to the effect of well resistance, an extended macro-element
dramatic suppression of ground deformation (Figure 3b).
method, which treats the water pressure in the drains
within the soil elements as unknowns, was newly proposed
and used (Yamada et al., 2015). It was observed that theincrease in excess water pressure during an earthquake issuppressed if this method of improvement is applied to
grounds with relatively high water permeability (Figure 4a).
As a consequence, in marked contrast to non-improved
ground, no liquefaction occurs in the improved ground, andthe ground maintains its rigidity, thus suppressing localized
settlement of structures built on the landfill. In addition,
post-seismic consolidation settlement has been also
inhibited because dissipation of excess water pressure has
nearly ended immediately after the earthquake (Figure 4b).
(ii) Improved (2.0 m pitch)(i) Unimproved
2.5 Advanced development of the elasto-plastic constitutive0%Over 20 %equation of the soil skeleton—the combined hardening elasto(a) Shear strain distributions
plastic constitutive equation (Yamada and Noda, 2015)
Upgrading the constitutive equation of the soil skeleton isindispensable for describing the behavior of a wide rangeof soils. In order to allow more accurate descriptions ofcyclic mobility and other complex elasto-plastic behavior ofsoils under cyclic loading, a combined loading elasto-plastic
constitutive equation (Yamada and Noda, 2015) was
developed. This equation allows the SYS Cam-clay model(Asaoka et al., 2002) and the non-associated DruckerPrager model (Drucker and Prager, 1952) to express
combined loading states. Figure 5 shows the results ofhollow cylinder torsional tests (upper figures) ofliquefaction tests on Toyoura sand and simulation examplesof this model (lower figures). In this figure, a, b, and c
represent dense, medium dense, and loosely filled sand(having approximate relative densities Dr = 70%, 60%, and45%, respectively). Although the set of material constants
used consisted of only those of one group, it can be seenthat it has been possible to describe the liquefaction tests ofmaterials with differing densities in an integrated manner.

(ii) Improved (2.0 m pitch)(i) Unimproved
0 kPa
100 kPa or more(b) Mean effective stress distributions
Figure 3 Validation of the SCP method (L2 seismic tremors),
Upper: immediately before earthquake, Mid: 300
seconds after earthquake started,
Lower: immediately after earthquake5Volume 3, Issue 3 September 2018(ii) Improved (1.0 m pitch)(i) Unimproved(a) Distribution of excess pore water pressure (when the earthquake ended)(ii) Improved (1.0 m pitch)(i) Unimproved(b) Settlement of ground surface
Figure 4 Validation of the Excess Pore Water Pressure Dissipation Method
100

0

-50

-100

50

0

-50

50

100

150

200

250

50

0

-50

-100

-100

0

100

Deviator stress q (kPa)

50

100

Deviator stress q (kPa)

Deviator stress q (kPa)

Deviator stress q (kPa)

100

-20

-10

0

10

50

Shear strain  (%)

Mean effective stress p' (kPa)(i) Experiment

0

-50

-100

0

20

50

100

150

200

250

-20

0

-50

-100

50

0

-50

0

50

100

150

200

250

50

0

-50

-100

-100
-20

-10

0

10

50

50

0

-50

100

150

200

250

-20

-10

0

10

20

Shear strain  (%)

Mean effective stress p' (kPa)Shear strain  (%)

Mean effective stress p' (kPa)

20

-100

0

20

10

100

Deviator stress q (kPa)50

Deviator stress q (kPa)

Deviator stress q (kPa)

Deviator stress q (kPa)1000(ii) Simulation(a) Dense sand (Dr≒70%)
100

100

-10

Shear strain  (%)

Mean effective stress p' (kPa)(ii) Simulation(i) Experiment(b) Medium dense sand (Dr≒60%)
100

0

-50

-100
0

50

0

-50

100

150

Mean effective stress

200

250

50

0

-50

-100

-100
50

100

Deviator stress q (kPa)

50

100

Deviator stress q (kPa)

Deviator stress q (kPa)

Deviator stress q (kPa)

100

-20

p' (kPa)

-10

0

10

0

20

Shear strain  (%)

50

0

-50

-100
50

100

150

Mean effective stress200

p' (kPa)

250

-20

-10

(i) Experiment(c) Loose sand (Dr≒45%)
Fig. 5 Simulation of sand liquefaction tests by utilizing the advanced constitutive equation(ii) Simulation

6

0

10

Shear strain  (%)

20

Volume 3, Issue 3 September 2018

3. Three-phase seismic response analysis that is also moves down and returns to the original groundwater level.
applicable to unsaturated soils
If the ground water level is low, although the phreatic line
moves upward, it does not appear within the embankment
The Great East Japan Earthquake resulted in not only in the even after the earthquake (data not shown). The reason forcollapse/settlement of river embankments due to the upward movement of the phreatic line is the postliquefaction of sandy grounds but also resulted in collapse seismic dissipation of the excess pore water pressure/airof river embankments built on clayey grounds. This has pressure generated during the earthquake in the saturation
been attributed to the liquefaction of an enclosed area at the lower parts of the embankment and in thesaturation area created at the lower parts of the clayey ground.
embankment as a result of the consolidation settlementthat takes place in clayey foundation ground during
embankment construction. In addition, it has been
confirmed that ground water levels in damaged crosssections were higher compared with those in undamaged
ones. An example of the results of a 3-phase analysis study,
which was carried out with focus on the effect of groundwater level on the continuous behavior of an unsaturated
soil embankment built on clayey foundation ground from(a) Immediately before the earthquake
the time of its construction up to the time of cessation ofan earthquake, is shown in Figure 6 (Yoshikawa et al., 2016).

(b) 1 month after the earthquake ended(a) Initial groundwater at the same level as theground surface

0%

40 %

Figure 7 Rise of the groundwater level after the earthquake
4. Analysis of associated strike-slip fault formation in
ground surface layers
4.1 Analysis of associated strike-slip faults resulting fromlateral strike-slip fault formation (Toyoda et al., 2019)
0%

40 %

It is known that when lateral slip fault displacement occurs
deep within a ground, complex slip bands referred to as
flower structures (Riedel, 1929) are formed within the subsurface ground layer immediately above the fault and thatan array of echelon mode shear bands called Riedel shear
bands appear on the ground surface. In lateral slip faults, it
is quite rare for the slip fault lines to be straight lines.
Generally, they are curved or include discontinuities(Fossen, 2016) called steps, as shown in Figure 8. The term“jog” refers to such locations that have deviated from thefault lines. Existence of a jog plays an important role in theprocess of formation of the flower structure. Figure 9
depicts the results of numerical analysis that takes accountof the existence of a geometric barrier jog whennumerically simulating Riedel shear bands. The solution
yields associated strike-slip fault structures that possess thefollowing characteristics:(b) Initial groundwater level at 2 m below the ground surface
Figure 6 Effect of groundwater level on deformation
behavior of the river levee, Shear strain distribution(immediately after the earthquake)
The ground was configured on the basis of the results ofmechanical tests carried out with undisturbed samples
obtained from the disaster-affected Shimonakanome
region inland of the Narusegawa River. The seismic wavethat was input was a 1/2 wave based on the one that had
been recorded at the KiK-NET Onoda observation point.
The results showed that when the ground water level was
high, the degree of saturation in the embankment was highand the skeleton forces (effective stresses) were small,resulting in large co-seismic deformation. Figure 7
illustrates analytical results showing the ground water level
rising after the earthquake. If the ground water level is high,a phreatic line forms within the embankment after theearthquake and moves upward. After about a month, it(a) A fractal slip structure where global Riedel shear(colored green) encompasses localized Riedel shear(colored red)7

Volume 3, Issue 3 September 2018(b) Secondary shear bands (P-shear) that are inclined to there are still several issues, such as clarification of strong
the left and are formed in between the right-inclined motion characteristics of unsaturated ground and pursuant
Riedel shear bands
analysis of the co-seismic and post-seismic behavior ofnatural/man-made slopes, the problem of water (torrential(c) High-angle and low-angle shear bands (R-shear・R’- rain/tsunami) and earth structure interactions (Kodaka etshear)
al., 2015) that may lead to complex disasters, and theeffects of aftershocks, that remain to be studied further. In
order to elucidate these mechanisms, further deepening ofgeodynamics by embracing knowledge from related
academic fields would be required.
As for the accuracy of analysis, it is needless to mention theimportance of careful investigations through tests onmodels in which the boundary conditions and initialconditions are relatively well defined. In the case of actual
problems, however, in addition to the heterogeneity of theground, there is uncertainty about the seismic wave that is
input as the external force, and there is no choice but toreplace many of the 3-dimensional geomechanics
phenomena with 2-dimensional problems. As aconsequence, there are limits to accuracy, and wavering
between optimism and despair just because of a few
centimeters or a few tens of centimeters of quantitative
accuracy would be a worthless effort. We believe that our
immediate aim should be the development of analysis
codes capable of extracting and giving us information on
specific qualitative issues such as determination of theevents that will take place in ground as a result of assumed
external forces and determination of whether or not wehave overlooked something in our designs.

Figure 8 Left lateral strike-slip fault with step
(Fossen, 2016)(b) P-shear
Secondary diagonal left crack
connecting two Riedel shear bands(a) Fractal shear bands
Riedel shear bands in Riedel
shear bands

References

0.40%1) Asaoka, A., Noda, T., Yamada, E., Kaneda, K. andNakano, M.: An elasto-plastic description of two
distinct volume change mechanisms of soils, S&F,
42(5), pp. 47-57, 2002.
(c) High-angle/low-angle shear bands
Active high-angle slip occurred in pull-apart region andpassive low-angle slip occurred in push-up region2) Asaoka, A., Sawada, Y., Noda, T., Yamada, S. andShimizu, R.: An Attempt to Replicate the So-Called“Trampoline Effect” in Computational Geomechanics,
Proc. of 15th World Conference on Earthquake
Engineering, 2012.

Figure 9 Characteristic associated strike-slip fault
structures appearing at the ground surface,
Shear strain distributions3) Drucker, D.C. and Prager, W.: Soil mechanics andplastic analysis for limit design, Quarterly of Applied
Mathematics, 10(2), pp.157–165, 1952.

5. Conclusion

4) Fossen, H.: Structural Geology, Cambridge University
Press, pp.377-400, 2nd edition, 2016.

We have endeavored to introduce, within the limited space
available here, recent examples of seismic response
analysis of grounds and earth structures using
computational methods that are capable of describing in aconsistent manner the behavior of the structures from theirconstruction process before earthquake occurrence until
after cessation of the tremors. Some of the newdevelopments in tectonic geomorphology analysis havealso been introduced.

5) Kodaka, T., Li, K., Noda, T. and Yoshikawa, T.:
Application of seismic response analysis under level2 earthquake for an existing river embankment，
Geotechnical Engineering Magazine，63 (10), 2015.
(in Japanese)6) Nakai, K., Asaoka, A. and Sawada, Y.: Liquefaction
damage enhanced by interference between bodywave and induced surface wave on inclined bedrock,Proc. of the 15th Asian Regional Conference on SoilIn the field of strong motion seismology, analysis based ongeomechanics of the trampoline effect (Asaoka et al., 2012)
has gained a certain measure of recognition. However,8Volume 3, Issue 3 September 2018

Mechanics and Geotechnical Engineering (15ARC),
Fukuoka, 2(10), pp.430-434, 2015.

13) Sakai, T. and Nakano, M.: Reproduction of large-scalelandslide failure after earthquake of embankment on
inclined ground thorough soil-water coupled finite
deformation analysis, Japanese Geotechnical Journal,
7(2), pp.421-433, 2012. (in Japanese)

7) Noda, T., Asaoka, A. and Nakano, M.: Soil-water
coupled finite deformation analysis based on a ratetype equation of motion incorporating the SYS Camclay model, S&F, 48(6), pp.771-790, 2008.

14) Sekiguchi, H., Shibata, T., Fujimoto, A. and Yamaguchi,
H.: A macro-element approach to analyzing the planestrain behavior of soft foundation with vertical drains,
Proc. of the 31st symposium of the JGS, 111-116,
1986 (in Japanese).

8) Noda, T., Asaoka, A. and Takeuchi, H.: Anti-seismic
mechanism of a sandy ground improved by SCP
method, Proc. of the 14th Asian Regional Conference
on Soil Mechanics and Geotechnical Engineering(14ARC), HongKong, CD-ROM, No.273, 2011.
9) Noda, T., Yamada, S., Nonaka, T. and Tashiro M.:
Study on the pore water pressure dissipation method
as a liquefaction countermeasure using soil-water
coupled finite deformation analysis equipped with amacro element method, Soils and Foundations, 55(5),pp.1129-1138, 2015.
10) Noda, T. and Yoshikawa, T.: Soil-water-air coupledfinite deformation analysis based on a rate-type
equation of motion incorporating the SYS Cam-claymodel, Soils and Foundations, 55(1), pp.45-62, 2015.
11) Nonaka, T., Yamada, S. and Noda, T.: Soil-water
coupled analysis of pore water pressure dissipation
method targeting even the case where excess porewater pressure exceeds the permissible value
specified in the current design – examinations ofeffectiveness in reclaimed ground–, GeotechnicalEngineering Journal of the SEAGS & AGSSEA, 48(3),pp.19-31, 2017.

15) Toyoda, T., Noda, T., Yamada, S. and Asaoka, A.:
Numerical simulation of Riedel shear bands
formation considering effects of geometrical barrieron strike-slip fault, Proc. of the 16th Asian Regional
Conference on Soil Mechanics and GeotechnicalEngineering (16ARC), Taipei, 2019, accepted.
16) Yamada. S. and Noda, T.: Proposal of a new double
hardening elasto-plastic constitutive model of soil
skeleton based on integration of associated and nonassociated flow rules, Proc. of the 15th AsianRegional Conference on Soil Mechanics andGeotechnical Engineering (15ARC), Fukuoka, 2(10),pp.430-434, 2015.
17) Yamada, S., Noda, T., Tashiro M. and Nguyen, H. S.:
Macro element method with water absorption anddischarge functions for vertical drains, Soils andFoundations, 55(5), pp. 1114–1129, 2015.
18) Yoshikawa, T., Noda, T., Kodaka, T. and Takaine, T:
Analysis of the effect of groundwater level on theseismic behavior of an unsaturated embankment on
clayey ground, Soil Dynamics and Earthquake
Engineering, 85, pp.217-230, 2016.

12) Riedel, W.: Zur Mechanik Geologischer
Brucherscheinungen. Zentral-blatt fur Mineralogie,
Geologie und Paleontologie B, pp.354-368, 1929.

◆ A Brief CV of Dr. Akira Asaoka
Dr.Akira Asaoka is a Senior research advisor, the Association for the Development of Earthquake
Prediction (reg. foundation); Emeritus professor, Nagoya University. He graduated from Kyoto
University, Japan which granted him the Degree of Dr. Engineering in 1976. In 1979, he moved from
Kyoto to Nagoya University, as a Soil Mechanics Professor and he worked there for more than
30years. He has been a President of the Japanese Geotechnical Society from 2008 to 2010.

◆ A Brief CV of Dr. Toshihiro Noda
Dr. Toshihiro Noda is a professor of Nagoya University, Japan and the deputy director of Disaster
Mitigation Research Center of the Univ. He is a graduate of the Univ. in Civil Engineering and took
the Doctoral Degree in the Univ. in 1994. He has been engaged in the research and developmenton the elasto-plastic constitutive modelling of soil and the numerical analysis method ingeomechanics since the master course.

9