IISEE Newsletter Special Edition
November 2021

Foreword
Our institution, International Institute of Seismology and Earthquake Engineering (IISEE), mainly conducts threefollowing one-year training courses named (S) Seismology Course, (E) Earthquake Engineering Course and(T) Tsunami Disaster Mitigation Course.
This booklet is a collection of abstracts of individual study reports from the trainees of the 2020-2021 course.
Regarding the trainees from S course and T course, only trainees who have volunteered wrote their abstracts.
Therefore, please kindly note that not all the abstracts are posted in this booklet.
Their further detailed synopsis can be found on the following website.
https://iisee.kenken.go.jp/syndb/
Also, the final presentation from six trainees will be released on IISEE E-learning website. (Coming soon)
https://iisee.kenken.go.jp/el/
We hope this booklet will help you.
Tatsuya Azuhata
Tatsuhiko Hara
Bunichiro Shibazaki(E Course leader)(S Course leader)(T Course leader)International Institute of Seismology and Earthquake Engineering,
Building Research Institute1 Tatehara, Tsukuba, Ibaraki 305-0802, JAPAN.
E-mail: iisee@kenken.go.jp

Table of Contents
Seismology Course
2.
3.
4.
5.

Geophysical Prospecting Using Microtremors to Estimate 1-d Shallow Shear
Wave Velocity Profiles in Thimphu, Bhutan
Site Effects Estimation from Strong Ground Motion and Microtremor Records
Around the City of Tsukuba
Complex Behavior in the Source Process of the 18 August 2020, Bengkulu,
Southwest of Sumatra Doublet Earthquake
Determination of Focal Mechanism of the Tonga-Fiji Earthquakes with a Sparse
Regional Seismic Network

Engineering Course
6.

Seismic Evaluation Considering Infill Wall and Retrofit of a Five Storied RC
Building in Bangladesh
7. Seismic Performance Evaluation of a RC Building with Masonry Infill Designed by
Previous Seismic Code in Bangladesh
8. The Simplified Seismic Performance Evaluation of the Stone Masonry Houses
and Seismic Band's Effects to Prevent the Seismic Failure
9. Basic Study on the Development of Design Code for Seismically Isolated
Buildings in El Salvador
10. Fragility Evaluation of Typical RC Government Quarters Buildings Designed by BS
8110 in Sabah, Malaysia
11. Seismic Performance Evaluation For Health Facilities (Clinic) in Malaysia

Tsunami Course
12. Developing Tsunami Fragility Functions Using Numerical Modeling and Remote
Sensing Data from the 2010 Chile Tsunami
13. Numerical Simulations of the 1992 Flores Tsunami Using Earthquake Fault andLandslide Models
14. Tsunami Simulation and Hazard Assessment for Megathrust Earthquakes Alongthe Coasts of the Solomon Islands

1Citation: Nepal, N., T. Hayashida (2021), Geophysical prospecting using microtremors to estimate 1-D shallow shear wave velocity profilesin Thimphu, Bhutan, Abstract of IISEE-GRIPS Master's Thesis.

Geophysical Prospecting Using Microtremors to Estimate 1-d
Shallow Shear Wave Velocity Profiles in Thimphu, Bhutan
Nityam NEPAL
Earthquake and Geophysics Division, Department of Geology and Mines, Ministry of Economic
Affairs, BHUTAN
E-mail : nnepal@moea.gov.bt

Takumi HAYASHIDA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,JAPAN

Microtremor array data indicate that site class of Thimphu is categorized as
stiff soil or soft rock.
Microtremor array measurements were conducted at 25 sites in Thimphu to obtain 1-D shallow shear wave
velocity (Vs) profiles of the subsurface using small arrays. The Vs profiles were obtained from the inversion of thederived phase velocities using Spatial Autocorrelation (SPAC) method. The averaged Vs values in the upper 30 m
(Vs30) obtained at 16 sixteen sites are categorized under “class C (dense soil and soft rock)” of the NEHRP
classification. The horizontal-to-vertical spectral ratios of the observed microtremors were also obtained andcompared to the theoretical ones calculated from the inverted Vs profiles. Almost all sites showed a flat
characteristic of the spectral ratios between 1 Hz and 15 Hz. The theoretical site amplifications computed showedmost sites in Thimphu have predominant frequencies above 4 Hz.
We also performed microtremor array measurements at six sites in South Ibaraki, Japan, using the same method
and same seismometers used in Thimphu to corroborate the applied methods and to understand the effects ofgeology/geomorphology on the results obtained. The results in Thimphu and South Ibaraki showed clear
distinctions in the Vs profiles and predominant frequencies of the site amplifications. Thimphu City, located on
mountainous terrain, showed higher values of Vs30 and predominant frequencies compared to most sites inSouth Ibaraki which is located on deep sedimentary basin.

Figure2600

S-wave velocity> 900

700-900

500-700

300-500

100-300 (m/s)

Elevation (in metre)

2550
2500
2450
2400

001
002
003
004
005
007
008
009
010
011
019
020
014
015
016
017
018
021
022
023
024
025

2350

Fig. 1. Comparison between theobservedphase
velocities
andtheoretically obtained phase velocities
by inversion.

Sites

Fig. 2. Cross section of the shear wave velocity profiles representing
the first 30m depths obtained for Thimphu. Sites 001-005 were in
Dodeyna; sites 007-0011, 019, 020 were in Boegana; sites 014-018 in
Chadagang; and sites 021-025 in Kabesa.

Department of Geology and Mines, Ministry of Economic Affairs
The Department of Geology and Mines (DGM) is a government agency
responsible for carrying out geological and geophysical activities, and forleasing and regulating mines in the country. The department also carries
out seismic related activities and is responsible for monitoring the only
existing seismic network in the country.

2

Citation: Olivar, M., T. Yokoi, T. Hayashida (2021), Site effects estimation from strong ground motion and microtremor records around thecity of Tsukuba, Abstract of IISEE-GRIPS Master's Thesis.

Site Effects Estimation from Strong Ground Motion andMicrotremor Records Around the City of Tsukuba
Mónica Beatriz OLIVAR AMAYAGENSAI Project Phase II, EL SALVADOR
E-mail : molivaramaya@gmail.com

Toshiaki YOKOI and Takumi HAYASHIDA (Supervisors)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPAN

Site effects can be determined with at least one broadband sensor when
performing the joint inversion based on the seismic interferometry.
In this study we determine site effects in a well-controlled condition with borehole records, and we apply the latest
methods for microtremor records, including the application of the seismic interferometry, one of the most eminent
advances of the elasto-dynamic wave theory. We estimated the Horizontal to Horizontal Spectral Ratio (HHSR),
which is a direct estimation of the site amplification, and the Horizontal-to-Vertical Spectral Ratio (HVSR) from 13
earthquakes recorded at a KiK-NET station. We also calculated the HVSR for microtremor records frommeasurements of a broadband seismometer and a strong motion accelerometer, and the Dispersion Curves (DC)of Rayleigh waves from array measurements performed with broadband seismometers, and short period sensors.
With these products we performed the joint inversion analysis and obtained the S-wave velocity structure for threedifferent groups of data: HVSR and DC with broadband sensors (Fig. 1); HVSR with broadband sensor and DC
with short period array; and HVSR with strong motion accelerometer and DC with short period array. This way wehighlighted the necessity of a broadband sensor to perform this type of analysis. Additionally we estimated the site
amplification factor. The results showed that we can obtain a reliable inverted velocity structure with at least, one
broadband sensor. The theoretical amplification factor based on the reference inverted velocity structure can givea good and reliable estimation of the amplification factor of the site, as shown in Fig. 2. The HVSR of earthquakes
and microtremor records cannot be regarded as site amplification factor, however, they are useful to determine
the resonant frequencies.

FiguresPlease add information on a
Figure as readers canunderstand it at a glance.

FigureFig. 1. Inverted reference structure for IBRH10. Red lines
indicate the best model for Vp, Vs, and Density. The color
scale indicates the misfit of the computed curves with theobserved ones.

Fig. 2. Comparison of the Theoretical Site
Amplification Factor (from the inverted Vs
structure using broadband sensors), HHSR(EQ),HVSR(EQ), and HVSR(MT) at IBRH10.

University of El Salvador and GENSAI Project Phase II
The University of El Salvador was founded on 1841. It is an institutionthat aims to transform higher education through teaching and research
opportunities. I am currently working in the “Project for Capacity
Development of the Department of Climate Change Adaptation andStrategic Risk Management for Strengthening of Public Infrastructure,
Phase II” (GENSAI Phase II), a JICA project focused on reducing the riskof disasters, caused mainly by hydrometeorological and seismic events.

3

Citation: Rosid, A., Y. Yagi (2021), Complex behavior in the source process of the 18 august 2020, Bengkulu, southwest of Sumatra
doublet earthquake, Abstract of IISEE-GRIPS Master's Thesis.

Complex Behavior in the Source Process of the 18 August 2020,
Bengkulu, Southwest of Sumatra Doublet Earthquake
Abdul ROSID
Agency for Meteorology, Climatology, and Geophysics (BMKG), REPUBLIC OF INDONESIA
E-mail : rosido.umichiro@gmail.com

Yuji YAGI (Supervisor)
Department of Life and Environmental Sciences, University of Tsukuba, JAPAN

Using the high degree of freedom finite fault inversion method, the complex
interaction of the doublet earthquake that shows seismic triggering can beinvestigated along with its fault geometry.
This study investigated the source process of the 2020 Bengkulu doublet earthquake (Mw 6.9 and Mw 7.2 by thisstudy) using the high degree of freedom finite fault inversion method recently developed by Shimizu et al. (2020).
In the process, we applied some unique treatments by considering an identical fault plane and using the samedata set for both earthquakes. Consequently, we have succeeded in reconstructing a reliable interaction of theforeshock and mainshock source processes by showing good waveform fitting between the synthetic waves andthe observed waves.
We found that the rupture in the fault plane was divided into two distinct areas between foreshock and mainshock.
The foreshock earthquake broke the asperity located in the southeast with a total maximum slip of 1.07 meters,
while in the mainshock earthquake, the asperity broke with a total maximum slip of 1.17 meters (Fig. 1) in thenorthwest direction. Furthermore, the extension pattern of the 2020 Bengkulu doublet earthquake rupture shows
as if the mainshock earthquake continued the unfinished foreshock earthquake rupture but with a morecomprehensive area coverage. It seems that the final stage of the foreshock rupture triggered the mainshock
hypocenter, which is closely located. Meanwhile, the suspending pattern of the foreshock's and mainshock's
rupture extension to the deeper part appears to be related to the 2007 Bengkulu Great Earthquake (Mw 8.5), in
which the rupture of the doublet earthquake (Fig. 2; blue square) was facing the asperity of the great earthquake(Fig. 2; red square) in the deeper part. Moreover, using the high degree of freedom finite fault inversion method,which allows us to extract the fault plane geometry information, we discover that the dip angle changes along thefault plane as the depth increases (Fig. 1).

Figureb)

Latitude (degree)

a)

This
Study
Longitude (degree)

Fig. 1. Total slip
mainshock (Mw 7.2).

distribution

of

the

Fig. 2. Slip distribution model of the 2007 Bengkulu
earthquake (modified from Ambikapathy et al., 2010).

Agency for Meteorology, Climatology, and Geophysics (BMKG)BMKG is a non-departmental government agency that carries out
government tasks in the fields of Meteorology, Climatology, Air Quality,
and Geophysics to support public safety and the success of national
development. Moreover, BMKG also plays an active role at theinternational level. The Indonesia Tsunami Early Warning System at
BMKG provides earthquake information and tsunami early warning on anational scale, ASEAN, and to countries around the Indian Ocean.

4Citation: Penisoni, M., D. Suetsugu, T. Hara (2021), Determination of focal mechanism of the Tonga-Fiji earthquakes with a sparse
regional seismic network, Abstract of IISEE-GRIPS Master's Thesis.

Determination of Focal Mechanism of the Tonga-Fiji Earthquakes
with a Sparse Regional Seismic Network
Mafoa Latu Penisoni
Assistant Geologist, Natural Resources Division, Ministry of Land and Natural Resources, Tonga.
E-mail : penisonim@gmail.com

Daisuke SUETSUGU (Supervisor)
Japan Agency for Marine-Earth Science and Technology, Japan

Tatsuhiko HARA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute, Japan

Determination of focal mechanism is feasible with a sparse regional seismic
network in Tonga and Fiji
We determined focal mechanism, focal depth and moment magnitude of shallow earthquakes in the Tonga‐Fiji region
using waveform data from the temporary seismic network Southwest Pacific Seismic Experiment (SPASE) from1994 to 1995. We focused the shallow earthquakes, since they are more important than deep earthquakes in the
viewpoint of disaster mitigation such as tsunami warning. We classified the quality of our solutions mainly on thebasis of similarity to those determined by a global seismic network (GCMT) as ‘good’, ‘moderate’ and ‘poor’. We could
obtain ‘good’ solutions for all of earthquakes with Mw > 6. A proportion of ‘good’ solutions is a little greater thanhalf for earthquakes with Mw < 5.9. Geographical dependency of the quality shows that the quality of our solutions
is much better in the region covered by the SPASE network, while worse in the northern end or south of Tonga.
Comparing to Mw by GCMT and depths from the United States Geological Survey (USGS), Mw of this study isunderestimated by about 0.1. Differences of Focal depths of this study and the USGS depth are within 15 km. The
result based on data from the SPASE network suggests that it is feasible for quick and reliable determination ofearthquake parameters for shallow Tongan earthquakes of Mw > 6 off Ha’apai, Vava’u, and Tongatapu, using
data only from a regional sparse network. To improve a reliability in the earthquake parameters in the northern
Tonga arc, where seismicity is very high, a few stations should be deployed there.

depth (km)FigureFigure 2. Comparison of Mw determined bythis study and GCMT.

Figure 1. Distribution of focal mechanisms
determined by the present study (all the goodand moderate solutions).

Natural Resources Division, Ministry of Land and Natural Resources, Tonga
The Government of Tonga’s Ministry of Lands and Natural Resources isa key Ministry that is responsible for delivering one of the principal pillarsof the Tonga Strategic Development Framework like effective response
and community resilience to natural disasters. The Ministry Natural
Resources Division provides relevant appropriate and critical services
and products to stakeholders and communities.

5

Citation: Bidhan C. Dey, M. Seki (2021), Seismic evaluation considering infill wall and retrofit of a five storied RC building in Bangladesh,
Abstract of IISEE-GRIPS Master's Thesis.

Seismic Evaluation Considering Infill Walland Retrofit of a Five Storied RC Building in Bangladesh
1.6cm

Your
Photo

Bidhan Chandra DEY
Executive Engineer, Public Works Department, BANGLADESH
E-mail : bcd4job@gmail.com

Matsutaro SEKI (Supervisor)
Visiting Research Fellow, International Institute of Seismology and Earthquake Engineering,
Building Research Institute, JAPANConsideration of infill wall can improve the performance of the story
against lateral loading by improving the deformation behavior.
The recent revision of the Bangladesh national building code (BNBC) necessitates the buildings designed in theold code be assessed for their adequacy to satisfy seismic provisions of the revised BNBC. The existingevaluation manual in Bangladesh is based on the Japanese second-level evaluation method that considers thestrong-beam weak-column failure. However, the buildings designed according to the previous code consider thestrong-column weak-beam failure. Therefore, the proposed detailed seismic evaluation (DSE) method capable ofcapturing this effect and providing a simple index resembling the existing manual was tested in a low-rise building.
Moreover, in design, ignoring the brick infill can alter the strength and deformation behavior of the columns andthe story's capacities accordingly by inducing short column effect, story-wise significant lateral stiffness variation
causing a soft-story issue, etc. The objective of this research is to assess the variation of story-wise performance
considering the infill wall. Additionally, the low-cost strength-based ferrocement (FC) retrofit was tested as aperformance improvement technique. The draft copy of the SATREPS manual was used as a basis for calculatingwall capacity for both untreated and FC treated. This research found that the DSE method provides more realistic
seismic performance capturing reasonable failure mechanisms initiated by plastic hinges in beams compared to
the JBDPA second level evaluation. The contribution of suitably configured solid walls can improve both strengthand deformation behavior and thus increase safety, leading to more economic evaluation. Additionally, the Out-ofplane capacity for walls was found to be larger than the in-plane capacity. FC retrofit method proved to be aconvenient way to improve performance without intervening in the columns or RC walls.

FigureFig. 1. Calculation of strength and ductility
index of a story and thus the seismic index (IS)by performing the pushover analysis based on
the DSE method.

Fig. 2. Performance improvement by improving thedeformation behavior after considering the infill wall
(Third floor in Y direction is shown as an example).

Public Works Department (PWD), Bangladesh
Public Works Department (PWD), under the Ministry of Housing andPublic Works, is the pioneer government organization for designing,
construction & regulating buildings in Bangladesh. Over about two
centuries, PWD could successfully keep up the country's infrastructuredevelopment trend and standard. PWD is also involved in projects related
to earthquake disaster management, especially in retrofit buildings andother structures, evaluation and retrofitting manual publication etc.

6

Citation: Warah, M., T. Azuhata (2021), Seismic performance evaluation of a RC building with masonry infill designed by previous seismiccode in Bangladesh, Abstract of IISEE-GRIPS Master's Thesis.

Seismic Performance Evaluation of a RC Building with Masonry Infill
Designed by Previous Seismic Code in Bangladesh
Md. Ibnul WARAH
Research Engineer, Housing and Building Research Institute, BANGLADESH
E-mail : ibnulwarah@gmail.com

Tatsuya AZUHATA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPAN

Determination of the effect of masonry infill and seismic performance
evaluation of a RC building for the revised seismic code.

Bangladesh is in a moderately seismic-active region. Due to the unplanned construction, many buildings havebeen built without proper seismic consideration. Also, the seismic zone factors in the seismic code were revised in2020. This revision raised the seismic design force to 1.5 times the previous in some areas. In this situation, it isnecessary to check the seismic safety of the existing buildings. This study aims to evaluate the seismic
performance of RC frame buildings considering the effect of infill brick masonry designed by the previous code. In
Bangladesh, the load-bearing capacity of masonry walls is not considered during structural design. However, fordealing with more severe seismic conditions assumed in the current code, we attempt to include the effects ofinfills in the seismic performance evaluation. To investigate these effects, we execute earthquake response
analyses to three models. One has high-quality masonry infills, and the other has low-quality infills. The thirdmodel is the bare frame model. To get seismic responses, we apply the capacity spectrum method and response
history analyses. By comparing the earthquake responses for three models, we concluded that high-quality
masonry infills could improve the seismic performance of the RC buildings sufficiently so that the existing building
may resist even against the seismic forces assumed in the current code. Instead of being a brittle element, theinfill masonry wall changes the seismic behavior and influences the seismic capacity, story drift, anddisplacement. Therefore, consideration of masonry walls is advisable for both the new design of buildings and theassessment of existing structures.

FigureType of frameStrength of bricks

Strength of mortar

High quality infill

14 MPa10 MPaLow quality infill

4 MPa

2 MPa

-

-

Bare frame

Story Number

6
5
4High quality

3

Low quality

2

Bare frame

1
0.000

0.005

0.010

0.015

0.020

0.025

Maximum story drift

Fig. 1. Typical floor plan and elevation of theschool building investigated in this study

Fig. 2. Seismic responses for artificial groundmotion with Kobe phase following the updated
seismic code

Housing and Building Research Institute (HBRI)HBRI has conducted researches to formulate and update the Bangladesh
national building code for safe and sustainable building construction acrossthe country. This institution has introduced a variety of environment friendly
construction materials. It is working on the development of compressedsand-cement block which is alternative to burnt-clay brick. It is providing
regular training on various topics related to housing and building
construction.

7

Citation: Bhattarai, Y., T. Aoki, M. Miyamoto (2021), The simplified seismic performance evaluation of the stone masonry houses andseismic band's effects to prevent the seismic failure, Abstract of IISEE-GRIPS Master's Thesis.

The Simplified Seismic Performance Evaluation of the Stone MasonryHouses and Seismic Band's Effects to Prevent the Seismic Failure
Yadav Lal Bhattarai
International Institute of Seismology and Earthquake Engineering, Building Research Institute, JAPANE-mail: yadavsharma270@gmail.com

Takayoshi AOKI and Mitsuhiro MIYAMOTO (Supervisors)
Nagoya City University and Kagawa University, JapanThe analysis results presented the possibility of seismic bands to control
the in-plane and out-of-plane failure of stone masonry houses
The frequent and subsequent earthquakes in Bhutan and around the Himalayan thrust significantly damaged
masonry structures in Bhutan, particularly in rural regions. Potential harms are likely to hit the nation if a similar
or higher earthquake occurs within or peripheral. The masonry houses scattered across the country towards therural region are vulnerable. The damage is likely to happen almost all across the districts when there is anearthquake. The past 2009 and 2011 earthquakes also showed similar patterns of damage all over the country.
They mostly failed in shear and out-of-plane (Fig. 1) in different severity. This study applies the simplified
method for seismic diagnosis of a masonry structure and investigates the effect of seismic bands by carrying out
numerical analyses. We aim to mitigate earthquake disasters in Bhutan's rural regions and save the community
there, and the methods also meet the financial requirements.
The behavior of the stone masonry houses was compared with and without seismic bands. The
traditional stone masonry house is vulnerable to the strong ground motion of the seismic action, particularly inthe out-of-plane direction (Fig.1). The seismic performance may improve by incorporating the seismic bands inthe stone masonry house(Fig.2). The simplified seismic diagnosis results of the normal one story stone masonrymodel house may overturn (Fig.3). The FEM analysis results for the stone masonry house with and without
seismic bands; The seismic bands and posts increase the ductility and prevent sudden failure (Fig. 4).

FiguresHeight (m)Figure 1. Damage patternof stone masonry houses
due to earthquake in
Bhutan. The failure shows
in-plane, out-of-plane andmissing
thekey
components
likecornerstones and bondingstones.

Figure 2. Stone Masonrywith seismic bands. The
horizontal seismic bands
at three levels on thewalls, vertical posts at
corners,
T-junction,
adjacent to openings andat maximum of 1.5m
intervalincaseofcontinuous wall.

3.50
3.00
2.50
2.00
1.50
1.00
0.50
0.00

0

500

1000

Moment (KN‐m)

Msm

M(x)

Figure.3.
Theoverturning
moment (Mx) due to seismic
action and the traditional
house’s Moment capacity (Msm)
in out-of-plane direction. The
Mx surpasses Msm vastly. We
should reinforce the walls toprevent overturning in thisdirection.

2,000
1,750
1,500
1,250
1,000
750
500
250
‐

Force (kN)

WALL‐ 1
Moment; Msm and M(x)Force Vs Displacement
With seismic bands

Without seismic bands

0 10 20 30 40 50 60 70 80 90

Displacement (mm)Stone masonry wall with seismic bands
Stone masonry wall

Figure 4. The result of the
FEM analysis. The stone
masonry wall with brittle
failure and wall with seismic
bands stands with the gain ofductility. The Initial load
carrying
capacity
also
increased with seismic bands
and posts.

Ministry of Works and Human Settlement
The Ministry was established in 1959 as the "Bhutan Road Project," now looking acrossthe nation to build quality, sustainable and economical infrastructure. The Department ofEngineering Services under the ministry reviews construction plans and issues permits. It
performs inspections to ensure engineering projects are built safely and in compliancewith approved codes in force and regulations, helping to create a vibrant, livable, andsafe-built community. The Division is the focal agency under the Ministry, responsible forthe development and institution of appropriate construction technology for sustainable
constructions, disaster-resilient constructions with risk reduction measures, and highquality constructions through practical assurance plans.

8Citation:
Durán, S., T. Saito (2021), Basic study on the development of design code for seismically isolated buildings in El
Salvador, Abstract of IISEE-GRIPS Master's Thesis.

Basic Study on the Development of Design Code for
Seismically Isolated Buildings in El Salvador
Susan Ivania DURAN SARAVIA
Urban Development Department, Mayors Council and Planning Office of the Metropolitan Area of
San Salvador, EL SALVADOR.
E-mail : susan_ids@hotmail.com

Taiki SAITO(Supervisor)
Professor, Department of Architecture and Civil Engineering, Toyohashi University of Technology.

The deformation at the tensile failure of the base isolation device largely
depends on the load distribution. The uniform load distribution is more
appropriate in the capacity spectrum method.
In El Salvador, the first project with seismic base isolation technique began construction in 2019. However, there
are no regulations to analyze buildings with base isolation. The current Urban Regulation in the Metropolitan Areaof San Salvador (Master Plan, 2017) encourages the densification in the territory and promotes the growth inheight due to the lack of land. The project developers are more interested in using new seismic response control
systems. In 2018, the number of the projects increased approximately three times the amount of the previous year.
This trend highlights the urgency of updates to the regulations. The isolation layer of the target building designedin this study based on the Japanese Standard using the Capacity Spectrum Method includes three importantdesign criteria: the ultimate shear strain of the device, the gap limitation, and the horizontal deformation at thetensile failure of the device. In this study, it was found out that the deformation at the tensile failure of the baseisolation device largely depends on the load distribution, and the “Ai” load distribution is very conservative. This
study was focused on the load distribution of the capacity spectrum method. The accuracy of estimating thehorizontal deformation at the tensile failure of the device was discussed by models with two different aspect ratios(lower than and higher than 4) by comparing the results obtained by the Time History Analysis (THA). Throughthis study, it was found that the uniform load distribution is more appropriate in the capacity spectrum method.

FigureFig. 1. Procedure of the capacity
spectrum method considering “Ai”
and the uniform load distribution.

Fig. 2. Results of THA and capacity spectrum method with
“Ai” and uniform load distribution of the model with aspectratio 4.5. The results of uniform load distribution arecompatible with THA.

Mayors Council and Planning Office of the Metropolitan Area of San Salvador, El
Salvador
The Planning Office of the Metropolitan Area of San Salvador (OPAMSS),
created in October 1988, is the institution in charge of the control andurban planning of the Metropolitan Area of San Salvador (AMSS) and
responsible for generating technical information for decision making on
the integral development of the AMSS.

9

Citation: Saadun, M. A., S. Nakai (2021), Fragility evaluation of typical RC government quarters buildings designed by BS 8110 in Sabah,
Malaysia, Abstract of IISEE-GRIPS Master's Thesis.

Fragility Evaluation of Typical RC Government Quarters Buildings Designed by
BS 8110 in Sabah, Malaysia
Mohd Assyarul Bin SAADUN
Civil and Structural Engineering Branch, Public Works Department of MALAYSIA
E-mail : mohd_assyarul@yahoo.com

Shoichi NAKAI (Supervisor)
Professor Emeritus, Chiba University, and Visiting Research Fellow, International Institute of
Seismology and Earthquake Engineering, Building Research Institute, JAPANFragility curves as preliminary evaluation in describing the performancelevels of existing buildings without incorporating seismic actions.
This research topic introduced a study to evaluate the performance of existing buildings by the development offragility curves. A typical five-story residential government RC building designed based on BS 8110 without
incorporating any seismic action was chosen as a target building. It incorporates plan and elevation irregularities.
The target building was analyzed by performing Incremental Dynamic Analysis (IDA) and excited by several
recorded ground motions by equally scaling from 0.1 g to 0.8 g with every 0.1 g increment. Nonlinear time-history
analysis was also conducted using STERA 3D software and the structural response in terms of maximum interstory drift ratio (IDRmax) was obtained. Then fragility curves were plotted based on the IDA results by obtaining
mean () and standard deviation (σ) of the natural logarithm of Peak Ground Accelerations (PGA). This study
adopted two different methods of developing fragility curves: (1) using a limit state of five levels of performancebased seismic designs, and (2) the conditional probability of IDRmax exceeding the specified limit state of IDR withthe aid of static pushover analysis. Performance levels consist of Operational (OP), Immediate Occupancy (IO),
Damage Control (DC), Life Safety (LS), and Collapse Prevention (CP). It is noted that flexural failure becomes alimit state for the second method in developing the fragility curves. In addition to this, the target building was
examined in both X- and Y-directions to investigate the irregularity effect. Findings indicate that X-direction is
weaker than Y-direction for both methods in terms of reaching or exceeding specific performance levels as well asof the conditional probabilities of exceeding the target limit state at a given peak ground acceleration (PGA).

Figures
1.0

1.0
0.8

0.6

Probability

Probability

0.8
0.5% (OP)1.0% (IO)
1.5% (DC)2.0% (LS)
2.5% (CP)

0.4
0.2
0.0
0.0

0.2

0.4
PGA (g)

0.6

0.6
0.4
X - Direction
Y - Direction

0.2
0.0

0.8

0.0

Fig. 1. Fragility curves of the target building in Xdirection. Each line corresponds to five different
performance level range. Similar curves are also
developed for Y-direction of the target building.

0.2

0.4
0.6
0.8
PGA (g)Fig. 2. The fragility curves of conditional probabilities
of exceeding damage measure at the first flexural
failure of a column at 1/125 rad in X-direction and Ydirection.

Public Works Department (PWD) of Malaysia
The Public Works Department (PWD) of Malaysia is the federal
government department in Malaysia under the Ministry of Works (MOW).
As a principal consultant to the Government of Malaysia with providing
services in asset management, project management, and engineering
services. One of the missions is to strengthen existing engineeringexpertise which Earthquake Engineering is one on the list to become aniche area in the department jurisdiction.

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Citation: Suaib, S., T. Azuhata, Y. Ishiyama (2021), Seismic performance evaluation for health facilities (clinic) in Malaysia, Abstract of
IISEE-GRIPS Master's Thesis.

Seismic Performance Evaluation For Health Facilities (Clinic) in Malaysia
Syuhaida SUAIB
Public Works Department of Malaysia, MALAYSIA
E-mail : syuhaida@jkr.gov.my; aidasuaib@gmail.com

Tatsuya AZUHATA(Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute, JAPANYuji ISHIYAMA (Supervisor)
Professor Emeritus, Hokkaido University, JAPANSeismic safety of clinic buildings with shear walls for higher seismic zone
in Malaysia were confirmed

The Malaysian government has focused on earthquake disaster management after the Ranau Earthquake (6Mw)
occurred on 5 June 2015. It is essential to know the seismic performance for existing design and building
behaviors. The clinic is categorized as a critical building because it needs to remain functional during disasters.
The target buildings for this study are clinic type 3 and type 7 (figure 1 and figure 2), where they were designed by
Eurocode 2 but not applied to Eurocode 8 (seismic code). Therefore the Standard for Seismic Evaluation of
Existing Reinforced Concrete Building, 2001 by the Japan Building Disaster Prevention Association, is appliedwith considering concept's Eurocode 8 and researchers from Japan also Malaysia. The maximum value of peakground acceleration (PGA) for the return period of 475 in hazard map in Peninsular Malaysia (9%), Sarawak (9%),
and Sabah (16%) are used in this study to identify the worst case. The result shows that clinic type 7 has a goodcondition in every level (figure 3) because the designer applies a shear wall and lightweight building. But clinic
type 3 is not in good condition from story three and below. The study extends the use of clinic type 3 for executing
column section analysis to get suitable column size and main bar specifications, also searching for appropriate
shear wall locations on each floor for guidelines development to achieve a sustainable project in the future. For
high-rise buildings (especially in the seismic region), the shear wall location must not be focused only on the liftarea. For earthquake resistance, need the proper place of shear walls without disturbing building function. Thus,
a collaboration between all disciplines (civil, mechanical, electrical, architects, and medical planners) is essential
to ensure it is achievable to make the building more ductile and earthquake resistant.

FigureFig. 1. Architectural concepts clinic type 7

Fig. 2. Clinic type 7 distribution(Peninsular Malaysia)(Sabah)(Sarawak)Fig. 3. Seismic evaluation for clinic type 7

Public Works Department of Malaysia (PWD of Malaysia)
Public Works Department of Malaysia (PWD of Malaysia) responsible asa technical agency under the Malaysian Government to implement
infrastructure development, maintenance operations for governmentbuildings, gives technical advice and also one of National Disaster
Management Agency (NADMA) strategic partners. PWD of Malaysia also
involve in research and innovation that handle Center of Excellence inEngineering and Technology (CREaTE) which are one of division under
PWD of Malaysia

11Citation: Pulido, G., S. Koshimura (2021), Developing tsunami fragility functions using numerical modeling and remote sensing data fromthe 2010 Chile tsunami, Abstract of IISEE-GRIPS Master's Thesis.

Developing Tsunami Fragility Functions Using Numerical Modeling andRemote Sensing Data from the 2010 Chile Tsunami
1.6

Gerónimo PULIDO IPARRAGUIRRE
Chilean Association of Port and Coastal Engineering (ACHIPYC), CHILE
E-mail : geronimopulido@gmail.com

Shunichi KOSHIMURA (Supervisor)
Professor, International Research Institute of Disaster Science (IRIDeS), Tohoku University, JAPANThe first tsunami fragility functions constructed from remote sensing andnumerical modeling for Juan Fernandez Island, Dichato, and Tumbes.
On February 27, 2010, a megathrust earthquake of Mw 8.8 (USGS) provoked a destructive tsunami in Chile. The
tsunami damaged about 600 km area along the coast of Chile, including the coastal towns of Dichato and Tumbesin the Bio-Bio region and Robinson Crusoe Island on the archipelago of Juan Fernandez, about 670 km off thecoast of Chile. To estimate the structural damage in a quantitative manner, we newly developed tsunami fragility
functions for Juan Fernandez, Dichato and Tumbes using tsunami modeling results and damage data from remotesensing. We obtained the tsunami propagation and inundation depths using Tohoku University's Numerical
Analysis Model for Investigation of Near-field tsunamis (TUNAMI) for the numerical simulations. We also compiled
the damage data from visual inspection of satellite images to estimate damage probabilities for the target areas.
The proximity to the tsunami source was expected to indicate that the cities of Dichato and Tumbes would present
a higher calculated damage probability than the distant place at Juan Fernandez, but the obtained fragility curves
suggest the different aspects; for an inundation depth of one meter, the damage probabilities are 7%, 48%, and
82% for Tumbes, Dichato, and Juan Fernandez, respectively. Taking into an account that the construction type(wood, masonry, and mixed) is similar in the three cities, we could say that the areas' exposure and building
configuration have the most significant impact on the structural damage, considering that Juan Fernandez island
was not affected by the ground motion of the 2010 event and the buildings were not damaged or degraded by thestrong ground motion before the tsunami wave arrives.

FigurePlease add information on a
Figure as readers canunderstand it at a glance.

FigureFigureFragility functions for structural damage in terms of the tsunami inundation depth
at (a) Juan Fernandez, (b) Dichato, and (c) Tumbes.

The Chilean Association of Port and Coastal Engineering
The Chilean Association of Port and Coastal Engineering (ACHIPYC) is a
non-profit group that promotes and encourages interaction between engineersfrom related disciplines. In addition, we create, organize, coordinate anddisseminate initiatives aimed at advancing the research and development ofspecific topics in our area of competence, with particular emphasis on the
problems and needs of the country.

12Citation: Sinki, K., Y. Fujii, B. Shibazaki (2021), Numerical simulations of the 1992 Flores tsunami using earthquake fault and landslide
models, Abstract of IISEE-GRIPS Master's Thesis.

Numerical Simulations of the 1992 Flores Tsunami
Using Earthquake Fault and Landslide Models
Kian Purna Sinki
Indonesia Agency of Meteorology, Climatology and Geophysics (BMKG), INDONESIA
E-mail : qq.sinki@gmail.com

Yushiro FUJII (Supervisor)
International Institute of Seismology and Earthquake Engineering (IISEE), BRI ,JAPAN

Bunichiro SHIBAZAKI (Supervisor)
International Institute of Seismology and Earthquake Engineering (IISEE), BRI ,JAPAN

Tsunami modellings using TUNAMI code by adopting two earthquake fault
models and three landslide models to reproduce measured higher tsunamis
This study models the tsunami propagation and inundation for the 1992 Flores tsunami and compares the numerical resultswith the observed data obtained at 37 locations by the field survey (Tsuji et al., 1995). We performed tsunami numericalsimulations using a finite difference TUNAMI code (Yanagisawa, 2021) that solves the non-linear shallow water equations. We
used 6 arc-second BATNAS bathymetric data and 0.27 arc-second DEMNAS topographic data. First, we adopted a modified
fault model from the two-fault model by Imamura et al. (1995) and the 360-subfault model constructed by Pranantyo andCummins (2019) for tsunami simulations as shown in Figures 1a and 1b. Second, in addition to the two fault models, we
assumed three landslide models referring the limited information such as the landslide width of 2 km (Yeh et al., 1993) asshown in Figure 1c. The landslide models were located near the coastal area where higher tsunamis more than 10 m wereobserved, and the slide directions were set perpendicularly to the coast lines. As the output points for the calculated tsunami
waveforms, we selected five locations, Waibalen, Riangkroko, Bunga, Uepadung and Pantai Lela in the finest grid layer of
10/3 arc-second (Layer 3). Uepadung and Pantai Lela are located behind and in front of the landslide model near Waibalen,
respectively. The landslide models had a good contribution to reproduce the higher tsunami heights. Figure 2 shows thecomparison of the calculated maximum tsunami heights and the observed ones by the field survey and the ones simulated by
the previous study (Hidayat et al., 1995). To validate the simulation results, we calculated the Aida’s (1978) K and κ for the 37
locations and obtained K = 1.49 and κ = 1.39 for the two-fault model with the three landslide models, and K = 1.47 and κ = 1
for the 360-subfault models with the three landslide models. The validation results showed that the earthquake fault andlandslide models explained the observation data better than the fault models without the landslide models.

Figurea(m)cbFig. 2. Tsunami heights resulted from the tsunami
Fig. 1. Source models used for this study.
modellings using the fault and landslide models(a) Two-fault model modified from Imamura et al. (1995).
comparing with the observed data and the previous(b) 360-subfault model by Pranantyo and Cummins (2019). study (Hidayat et al., 1995).
(c) Three landslide models were assumed.

Indonesia Agency of Meteorology, Climatology and Geophysics (BMKG)BMKG has the tasks of carrying out government duties in the fields ofMeteorology, Climatology, Air Quality, and Geophysics in accordance with theprovisions of the applicable laws and regulations. We play an important role forthe sustainability of living by disseminating information on weather, climatechange, air quality, earthquakes, and tsunami early warnings. BMKG’s
headquarter is located in Central Jakarta and provides services to the public, 183
BMKG offices are spread throughout Indonesia.

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Citation: Tatapu, C., B. Shibazaki, Y. Fujii (2021), Tsunami simulation and hazard assessment for megathrust earthquakes along thecoasts of the Solomon Islands, Abstract of IISEE-GRIPS Master's Thesis.

Tsunami Simulation and Hazard Assessment for Megathrust Earthquakes
Along the Coasts of the Solomon Islands
1.6cm

Carlos TATAPU
Geological survey Division, Ministry of Mines, Energy & Rural Electrification (MME&RE), Honiara,
SOLOMON ISLANDS.
E-mail : ctatapu@mmere.gov.sb

Bunichiro SHIBAZAKI, Yushiro FUJII (Supervisors)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPANTsunami simulation along subduction zone in the Solomon Islands fordisaster planning and mitigation
The Solomon Island has experienced earthquakes that were highly tsunamigenic in nature. Recent events inwestern Solomon in 2007 and 2010 together with the 2013 event in eastern Solomon have caused casualties tocoastal settlements. These events occurred near the collision zone between the Australian and the Pacific Plates.
Still, seismic gaps exist in areas along the subduction zone. Therefore, this study investigates scenario
earthquakes along these seismic gaps in the western and eastern parts of the Solomon Islands. The assumed
fault model with 10m slip for two scenario earthquakes. For the western Solomon study areas, the maximum wave
height is 4.8 m on Rennell Island and is 3.6 m at the coastline of Guadalcanal. For the eastern Solomon study
areas, the maximum wave heights of 5 m and 2 m are observed at Nama and Avita on Santa Cruz Islands, witharrival times of 10 to 20 minutes, respectively. The tsunami inundation modeling shows run-up distance of morethan 100 m for Managakiki coastlines and run-up distance of 84 m for the coastline of Nama settlement in Santa
Cruz Islands. The study demonstrated an overview of possible seismic events that will help tsunami disastermanagement and planning for the Solomon Islands.

FigureFig. 1. Tsunami wave propagation for the eastern
Solomon region with 10 m slip earthquake scenario

Fig. 2. Arrival Time for maximum waves of for output
points in eastern Solomon study region with 10m slip
earthquake scenario.

Geological Survey Division, Ministry of Mines, Energy & Rural Electrification (MME&RE)
The Geological Survey Division is a division within the Ministry of Mines andEnergy (MME&RE) that was Established in 1960’s. The Division is responsible
for Geological,Seimological and Geo-hazard work for the Solomon Islands.
Government Policies mandated to the division includes programs and activities
that will help reduce the populations’ vulnerability to Geo-hazards such as
earthquakes, volcanic eruptions and tsunamis.

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