IISEE Newsletter Special Edition
November 2018

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 2017-2018 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, you can watch the final presentation from five trainees on IISEE E-learning website.
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.

Magnitude Estimation for Earthquake Early Warning (EEW) for Eastern Cairo and
the South of Sinai
Investigation of Site Response in Kathmandu Valley Using Aftershock Data of the2015 Gorkha Earthquake, Nepal

Engineering Course
4.

Effects of Soft First Story on Seismic Performance of RC Buildings andSustainable Approach to Retrofit
5. Seismic Response Evaluation and Retrofit of a Five-Storied RC Building Damaged
Due to the 2017 Tripura Earthquake
6. Health Monitoring of Building Using Seismic Interferometry
7. Seismic Performance Assessment of Reinforced Concrete Buildings with Masonry
Infill Walls in El Salvador
8. Development of Resilient Reinforced Concrete Public Apartment Buildings byUsing Wall Elements Including Non-Structural Walls for Damage Reduction in El
Salvador
9. Probabilistic Performance Assessment for Masonry Structures of School Buildings
in El Salvador
10. Influence of Large Axial Loads in Rocking Walls and Reinforced Concrete Walls
11. Application of Seismic Isolation for an Important Building Located in a High
Seismic Zone in India
12. Accidental Torsion in the Moroccan Seismic Code: Parametric Study
13. Feasibility Study of Vs20-based Design Spectra for the Urban Area of Managua,
Nicaragua
14. Effective Retrofit Planning for Masonry Housing Using Steel Mesh
15. Seismic Performance Evaluation of School Buildings Considering the PostDisaster Function: Case Study for Facilities of Pangasinan State University,
Philippines

Tsunami Course
16. Tsunami Damage Estimation Along the Coast of Laoag City Using Tsunami
Fragility Functions
17. Tsunami Inundation Modeling for Coastal Zone of Alexandria City

1

Magnitude Estimation for Earthquake Early Warning(EEW) for Eastern Cairo and the South of Sinai
Ibrahim ZAHRA
National Research Institute of Astronomy and Geophysics (NRIAG), EGYPT
E-mail : eng.ibrahim.gamal@gmail.com

Bunichiro SHIBAZAKI (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPAN

Initial peak displacement Pd is the most accurate rapid-estimator of
magnitude for EEW
Rapid and accurate magnitude estimation is a critical task for any earthquake early warning (EEW) system.
Among related tasks, such as onset picking or hypocenter locating, estimating earthquake magnitude precisely
using only the first 2 or 3 s of data from the beginning of the P-wave arrival is exceptionally important. In thisstudy, we examined 3 techniques of magnitude estimation for earthquake early warning (EEW): corner period ߬௖ ,௣peak predominant period ߬௠௔௫ and initial peak displacement Pd. We established the best fit relation between eachof these parameters and magnitude. We also examined real-time parameters like the filter cut-off frequency andthe time-window of estimation in order to find the values that give the best fit relation in each technique. We chose
Eastern Cairo and the South of Sinai, in Fig. 1, because of its high importance in Egypt’s economy and future
urbanization as well as the moderate to high seismic activity in this region. We used a dataset of 20 earthquakes
between 1999 and 2015, from the Egyptian National Seismic Network (ENSN) catalog, in the target region. All of௣the selected events, except for one, have local magnitude over 4.0. The results of ߬௖ and ߬௠௔௫ show that the error
in magnitude estimation could reach up to 1.0, in this dataset. The results also indicate that Pd is the bestparameter for magnitude estimation in EEW, in terms of the least estimation error and scaling with magnitude andepicentral distance (R), as shown in Fig. 2. Based on results, we made recommendations that could be extended
into an action plan that is required to achieve an EEW system in Egypt.

FiguresFig. 2. Bottom: Pd is the
maximum displacement in
the first 3 s after the Pwave onset. Top: scaling
between Pd (nm) and R(km) for different magnitude
ranges with different colors.
Straight lines are the best
fit relationship at different M.

Fig. 1. The selected study region, events and
ENSN stations.

National Research Institute of Astronomy and Geophysics
The National Research Institute of Astronomy and Geophysics NRIAG wasestablished, in Helwan, Egypt, in 1903 as an astronomical and geophysical(geomagnetic and seismic) observatory. The seismic station in Helwan at
the same location have even been constructed, in 1899, even before theestablishment of the observatory. Now, NRIAG has more than 350 of
research staff, working on variety of topics in astronomy and geophysics.

2

Investigation of Site Response in Kathmandu Valley Using
Aftershock Data of the 2015 Gorkha Earthquake, Nepal
Naresh MAHARJAN
Department of Mines and Geology, Kathmandu, NEPAL
E-mail : nrshmhrjn72@gmail.com, nrshmhrjn72@yahoo.com

Toshiaki YOKOI(Supervisor)
Takumi HAYASHIDA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute, JAPANSite amplification in sedimentary basin
We used 16 aftershock recordings of the 2015 Gorkha earthquake (Mw 7.8) at three temporary stations (NAKRM,NABKT and NANST) inside the Kathmandu Valley to derive earthquake H/V spectral ratios (EHVSRs) andcompare those with microtremor H/V spectral ratios (MHVSRs) at same stations. The predominant frequency
peaks of EHVSRs and MHVSRs are comparable at three continuous observation stations with three-component
accelerometers; NAKRM shows 0.6 Hz, NANST shows 0.32 Hz and NABKT shows 2.2 Hz suggesting that
accelerometers can sometimes be used to investigate response of the deep sedimentary basin. We also derived
MHVSRs using microtremor data at 11 temporary sites inside the Kathmandu Valley to obtain dominantfrequencies. Next we estimated the thickness of sedimentary layer by calculating theoretical H/V ratio withsimplified four-layered velocity model and compared them with the derived MHVSRs. The estimations indicatethat the thickness of sedimentary layer ranges from 42 to 700 m (Fig. 1). We also investigated amplification andattenuation property of S-waves inside Kathmandu using three earthquakes; one teleseismic event and two
aftershocks of the 2015 Gorkha earthquake. Observed data clearly showed that the basin amplifies ground motionin the low frequency range (0.1 – 1.0 Hz), while high-frequency ground motion (>1 Hz) do not rapidly decay in the
Kathmandu Valley (Fig. 2).

FiguresFig. 1. Map showing the depth at each station
using simplified model of Bhattarai et al., (2017)

Fig. 2. Velocity spectrum of the Hindu Kush event (Mw7.5) recorded in the stations along the propagation direction.
NANST and NAKRM stations shows high amplification but
other stations have similar amplitude trend.

Department of Mines and Geology
In 1977, the Bureau of Mines and the Nepal Geological Survey were unitedand named as the Department of Mines and Geology (DMG), Lainchour,
Kathmandu, Nepal. It is the sole government organization which is
responsible for all types of seismological research, geological survey, mineral
exploration and administration of Mining Rules and Regulations in Nepal.

3Effects of Soft First Story on Seismic Performance of RC
Buildings and Sustainable Approach to Retrofit
MD. KAMRUZZAMAN
Sub-divisional Engineer, Public Works Department, BANGLADESH
E-mail : kamruzzaman.buet@gmail.com

Matsutaro SEKI (Supervisor)
Visiting Research Fellow, International Institute of Seismology and Earthquake Engineering, Building
Research Institute, JAPANThe structural configuration with a soft first story proved to be very vulnerable and performed poorly during thepast earthquakes. Like other many countries, brick infill masonry is used in Bangladesh as a nonstructuralelement. Its usages in upper stories and keeping building’s ground floor open result in lateral stiffness difference
and cause soft first story state. The scarcity of land in Bangladesh has compelled to construct multi storied RC
buildings with an open ground to be used as vehicle parking, stores or other facilities. This research committed toassess the seismic vulnerabilities of RC buildings with a soft first story, causes behind the collapse of soft firststory during earthquakes, seismic performance difference with bare frames and sustainable approach to retrofit
them. Seismic performance and vulnerabilities of the soft first story were assessed by the JBDPA guidelines ofseismic evaluation, FEMA-356, BNBC-2015 and nonlinear static pushover analysis. Flexural moment
magnification at the soft first story columns during earthquakes was determined. Sustainable retrofitting
approaches to upgrade seismic performance and prevent catastrophe during earthquakes were proposed withcost analysis. This research found that, seismic behavior, ductility demand, inter story drift pattern and damage
distribution of RC buildings with a soft first story were totally different than the RC buildings designed by only bareframe analysis. The soft first story suffered huge ductility demand, extreme inter story drift change andconcentrated in severe damage. Magnification of flexural moment at soft story columns was detected as avariable entity. Retrofitting of soft first story was found different from conventional RC buildings. A combination of
RC column jacketing and adding steel bracing proved to be effective to eliminate stiffness difference and control
the excessive inelastic lateral drift.

FiguresFig. 1. Soft first story collapse in Golcuk,
Turkey during the 1999 Turkey earthquake(source: Ahmet Topcu).

Fig. 2. Retrofit plan for the soft first story of the target
building. A combination of column jacketing and adding
steel bracing is sustainable and cost effective to retrofit
soft first story and proposed by this research.

Public Works Department, Ministry of Housing and Public Works, Bangladesh
Public Works Department (PWD) is the pioneer in construction arena of
Bangladesh. Over about two centuries, PWD could successfully set the trend
and standard in the country's infrastructure development. It plays a pivotal
role in the implementation of government construction projects. It also
undertakes projects for autonomous bodies as deposit works. It has highly
qualified and experienced professionals forming a multi-disciplinary team ofcivil, electrical and mechanical engineers.

4Seismic Response Evaluation and Retrofit of a Five-Storied
RC Building Damaged Due to the 2017 Tripura Earthquake
SK Toufiqur RAHMAN
Public Works Department, BANGLADESH
E-mail : toufiq_buet04@yahoo.com

Matsutaro SEKI (Supervisor)
Visiting Research Fellow, International Institute of Seismology and Earthquake Engineering, Building
Research Institute, JAPANSeismic Response Simulation of a Damaged Building to Study the Dynamic
Behavior for Devising Seismic Disaster Mitigation Plan in Bangladesh
The 2017 Tripura earthquake caused wide spread structural and nonstructural damage to some buildings in the
North-Eastern part of Bangladesh. Dynamic behavior of a damaged building was investigated to makecountermeasures for seismic disaster mitigation in Bangladesh, seismic response simulation was carried out. Fortime history analysis, synthetic ground motions were used since no ground motion was available for the Tripura
earthquake. Attenuation relationships (Kanno et al., 2006) for ground motion data is proved to be useful togenerate synthetic ground motion when parameters such as magnitude, focal depth and source distance are only
available. When actual damage was compared with the analytical result from the nonlinear time history analysis,
reasonable correlation was obtained. It was found that low strength concrete, bare frames in the ground floor,
insufficient shear reinforcement, inadequate column sizes and weak beam-column joints were mainly responsible
for the damage due to this earthquake.
Both strength oriented and ductility oriented retrofitting approach were considered for rehabilitation. From thenonlinear analysis, it can be concluded that strength oriented retrofitting is the best option for strengthening for
local design and construction conditions in Bangladesh. RC column jacketing and steel framed braces have
reduced large, concentrated deformation (due to soft story) in the ground floor. FRP wrapping alone in the groundfloor is not enough to control deformation due to soft story (Piloti). Ductility dominant retrofitting can be opted, if
some damage is allowed in the structure.

FiguresFig. 1. Severely damaged column in ground floor.
One column in the ground floor damaged severely.
Big shear cracks and concrete spalling were found at
the top of the column.

Fig. 2. Damage distribution in the ground floor andassociated average ductility factors. These ductility
factors were compared with ductility factors obtained
from time history analysis for seismic simulation.

Public Works Department
Public Works Department (PWD), under the Ministry of Housing and Public Works
is responsible for the implementation of government construction projects. It also
undertakes projects for autonomous bodies as deposit works. Besides, it performs
regulatory function in setting the pace and managing projects for the country's
construction industry

5

Health Monitoring of Building Using SeismicInterferometry
1.6cm

Ronald Stephan ALVAREZ REYES
Universidad de Santiago de Chile, CHILE
E-mail : ronald.alvarez@usach.cl

Toshihide KASHIMA (Supervisor)
International Institute of Seismology and Earthquake Engineering, Building Research Institute,
JAPAN

Study of the wave’s patterns travel through the structures can provide
interesting information to assess their dynamics properties.
The significant issue after earthquake is knows the status of the buildings quickly to assess the option to evacuate
it. To reduce the possible causalities due to the aftershocks. Therefore, early detection and identification of thedamages in the structures are the critical tasks that the engineering must cope with. Thus, owing to the expose
risk a rapid methodological implementation for health monitoring of buildings and infrastructures are needed.
Health monitoring of building using seismic interferometry is a tool for system identification that to recognize andto identify damages in building through the study of wave patterns that traveling inside the building, using strong
motion or ambient vibrations. Seismic interferometry based on deconvolution is a method to unravel the building
response, in others words, it extracts the soil-structural interaction and later estimate the shear wave velocity
which travels through the building. In this study, we considered three building cases to show the reliability andeffectiveness of this technique to detect damages, and to use this methodology not only as instrument for risk
assessment and to generate rehabilitation or retrofitting strategies, but also to implement it as early warning
system. Our evaluations indicated that the method has high sensibility to identify damages and this increment withthe width of cracks, becoming it in a most suitable technique. Moreover, it procedure has powerful depend fromnumbers of sensors, if the stiffness designed present huge variations. On the other hand, using this approach ispossible to estimate the shear stiffness per floor, study the sloshing water effect, and can be applied to the soil
survey. Transforming it in the a versatile technique.

FiguresFig. 1. Left side illustrates wave patterns travelingthrough the building after Great East Japan
Earthquake on March 11th, 2011.
Fig. 2. Right side shows the damages caused onbuilding due to the same quake.

University of Santiago of Chile
The Universidad de Santiago de Chile (USACH) is a public stateestablished in 1849. It´s responsibility is to create, preserve, disseminate
and apply knowledge for the welfare of society through teaching,research and extension. Also it has the task of forming quality
professionals within its 66 undergraduate programs, providing all thenecessary tools so that its students can develop as professionals of
excellence and contribute to the development of the community.

6

Seismic Performance Assessment of Reinforced Concrete
Buildings with Masonry Infill Walls in El Salvador
Jorge FLORES
Planning Office of the San Salvador Metropolitan Area, EL SALVADOR
E-mail : jostflo23@gmail.com

Shunsuke SUGANO (Supervisor)
Professor Emeritus, Hiroshima University, and Visiting Research Fellow, International Institute of
Seismology and Earthquake Engineering, Building Research Institute, JAPANSeismic Performance Assessment of RC Buildings with Hybrid Masonry
Infill Walls in El Salvador
The need for a method of seismic evaluation of the buildings of El Salvador is becoming increasingly necessary,
due to the damage caused by previous earthquakes, which left very important economic losses, and at the sametime, human losses. Although there have been field surveys of visual inspections of buildings damaged by pastearthquakes, these remain only in the stage of rapid inspection, but there is no methodology to follow in thenational code to rehabilitate these structures. Two buildings of 3-story with masonry walls are evaluated, which
belong to school typologies, following the methodology proposed by the JBDPA standard. The increase of
concrete frames with reinforced masonry walls has become very popular, and it is very important to understandthe behavior of the infill walls.
It should be noted that the JBDPA does not include provisions to assess buildings of concrete frames withreinforced masonry infill walls, therefore, this study proposes a methodology to consider the masonry infill walls. A
comparative analysis is done to consider only the bare frame and frame with reinforced infill walls. An approach of
how to estimate the strength of reinforced masonry infill walls is proposed. It also shows the effect of the openings
to the strength of the walls and how these effects reduce the capacity of the structure. As a last part, therehabilitation of the two buildings is proposed.

FiguresFig. 1. Comparison of First and second levelscreening in Building 2.

Fig. 2. Results of Seismic index of the structure before
and after retrofit with infill wall in Building 2.

Planning Office of the San Salvador Metropolitan Area, OPAMSS, El Salvador
OPAMSS is responsible for the planning and control of the territory of the
14 municipalities that make up the Metropolitan Area of San Salvador.
It gives legal course to the necessary procedures so that the subdivisionand construction projects that are developed in the AMSS. It plans andgenerates the instruments to exercise the function of the ordering andcontrol of urban development and proposes to COAMSS, the specifictechnical standards required for the execution of construction andurbanization projects.

7Development of Resilient Reinforced Concrete Public Apartment
Buildings by Using Wall Elements Including Non-Structural Walls
for Damage Reduction in El Salvador
William Roberto GUZMAN CALDERONDACGER, Ministry of Public Works, Transport, Housing and Urban Development, EL SALVADOR
E-mail : william.guzman@mop.gob.sv

Koichi KUSUNOKI (Supervisor)
Earthquake Research Institute (ERI), University of Tokyo, JAPANImprovement of seismic performance of public apartment buildings byconsidering the effect of non-structural walls through numerical models
based on experimental data
In El Salvador, public apartment buildings have been designed using structural systems based on reinforced
concrete block masonry wall or reinforced concrete moment-resisting frames that usually have non-structural
walls. However, no design methodology has been proposed to date to consider the effect of non-structural walls. It
is still a common practice not to treat walls with large openings as structural walls, and their capacity is usually
discarded in the design of the building. Past earthquakes have revealed that the structural systems mentioned
above had a high level of damage to their components. Therefore, to obtain practical and economic resilient
buildings, this study proposes to use a new construction method recently developed in Japan that has not beenused yet in El Salvador. For the implementation of the new construction method, first a methodology of design andnumerical model was proposed, then, the accuracy of the model used was verified through the comparison withexperimental data obtained from a full-scale static loading test on a five-story building, performed by the Building
Research Institute (BRI) of Japan. Finally, with the appropriate numerical model, the seismic performance of theTarget Building was improved by considering the effect of the non-structural walls. From these three aspects, theTarget Building was designed in this study, which is planned for construction in 2019 in El Salvador.

FiguresFig. 2. The seismic performance of the Target Building
as bare frame (green line) was improved byconsidering the effect of non-structural walls (red line).

Fig. 1. 3D view of the proposed six-story resilient
public apartment building for El Salvador.

Department of Adaptation to Climate Change and Strategic Risk Management(DACGER)DACGER is an organization established in 2010 in the Ministry of Public
Works (MOP) of El Salvador. It is the first specialized unit and totally
focused on the adaptation of public infrastructure to climate change, andpreventive risk management. The purpose of the unit is to prepare
technical-scientific studies that allow adapting the country's social andproductive infrastructure to climate change; as well as design and propose
preventive measures to reduce vulnerability and the impact of natural
hazards.

8

Probabilistic Performance Assessment for Masonry
Structures of School Buildings in El Salvador
Luis MIXCO
Ministry of Environment and Natural Resources, EL SALVADOR
E-mail : lmixco@marn.gob.sv

Shunsuke SUGANO (Supervisor)
Professor Emeritus, Hiroshima University, and Visiting Research Fellow, International Institute of
Seismology and Earthquake Engineering, Building Research Institute, JAPAN.

Conditional and unconditional failure probabilities for masonry structures ofschool buildings using real experimental data and seismic hazard of El Salvador
The seismic risk assessment in low-rise masonry buildings is practically a new research field in El Salvador, despite
its earthquake prone history and the fact that most housing and school buildings are based on this walls system. This
study focuses in the Probabilistic Performance Assessment for Masonry Structures of School Buildings in El Salvador,through analytical fragility functions and its application to seismic risk analysis, following the Performance-based
Earthquake Engineering (PBEE) methodology developed by PEER Center. Three combinations of two-story masonrybuildings with openings (A: Mixed, B: Reinforced Concrete Masonry Infill and C: Confined Masonry Walls) were taken
as target structures, based on configurations commonly found in the school’s portfolio of the country. Updated resultsof a Probabilistic Seismic Hazard Assessment (PSHA) and soil amplification effects of El Salvador, were used.
Similarly, both the variation of seismic demand response as the deformation capacities of each structure, have beentaken into account. Three performance levels, known as Immediate Occupancy (IO), Life Safety (LS) and Collapse
Prevention (CP), were deemed, on which the Seismic Demand and Damage Fragility Functions were built, along withthe calculation of Failure Probabilities in terms of Mean Annual Frequencies (MAFs) of each combination. Results
indicate that for IO and LS limit states, the Combination B has the highest structural reliability (best seismic
performance) for both intensity measures [PGA and Sa (T1, 5%)], due to its low failure probabilities obtained
concerning the other combinations. For the CP limit state, the combination C provides the greater structural reliability
for both intensity measures. Nevertheless, none of the combinations managed to meet the acceptable MAFs at theless frequent seismic hazard levels of 475 and 975 years of return period. This methodology represents a
cornerstone in the structural safety prediction for any structure, considering the importance to manage theuncertainties in seismic demand and structural capacity.

FiguresTarget Buildings based on threestructural combinations

Conditional Failure Probability to Unconditional Failure Probability to
specific intensity ground motion entire intensity ground motion domain

Fig. 1. Typical façade of target Fig. 2. Seismic Damage Fragility Fig. 3. Seismic Reliability Assessmentbuildings
withpresenceof Curves for Collapse Prevention limit for structural combination C: Confined
openings, commonly used in State, considering both intensity masonry walls, considering both seismic
demand and capacity uncertainties.
school buildings in El Salvador.
measures PGA and Sa (T1, 5%).

Ministry of Environment and Natural Resources, MARN, El Salvador
The Ministry of Environment and Natural Resources (MARN, for its
acronym in Spanish). is the governmental entity in charge of theenvironmental management of El Salvador. Its mission is to reverse
environmental degradation and reduce socio-environmental risks,through research and studies of natural phenomena.

9Influence of Large Axial Loads in Rocking Walls andReinforced Concrete Walls
Rene NUNEZ
Ministry of Public Works, Transportation and Housing and Urban Development, EL SALVADOR
E-mail : rene_nunez2291@hotmail.com

Susumu KONO (Supervisor)
Institute of Innovative Research, Tokyo Institute of Technology, JAPANSeismic performance of rocking walls with the property of self-Centering
subjected to large axial loads were compared with that of conventional
reinforced concrete walls for application in medium to high rise buildings.
The Self-Centering Systems, which successfully emerged from the PRESSS program, can realize the "immediate
occupancy" of building structures even after a severe earthquake by reducing residual deformation. In recent
years, extensive research has demonstrated the excellent seismic performance of Self-Centering Systems(Marriot, 2009; Nazari, 2016; Lu et al., 2017, Restrepo and Rahman, 2007, Buddika, 2017), and structures suchas the Southern Cross Hospital, Christchurch, New Zealand during the Christchurch Earthquakes in 2011 haveshown a good seismic performance as well. However, in order for their application in buildings from moderate tohigh rise, and to clarify the scope of applicability and the effectiveness of these systems more precisely, it isnecessary to investigate the influence of large axial loads in Rocking Walls (RWs) or Self-Centering Walls in moredetail. In this study, seismic performance of RWs subjected to large axial loads in terms of energy dissipation wasinvestigated and compared with that of conventional Reinforced Concrete (RC) Walls. Analytical models using
finite element methods were developed in the software “OpenSees” to predict the non–linear behavior of both
RWs and RC Walls. Firstly, the applicability of these analytical models was verified using existing test results. It
was cleared that the Multiple Axial Spring Macro Model for RWs and the Shear Flexure Interaction Multi-VerticalLine Element Model (SFI–MVLEM) for the RC walls were able to capture the global and local behavior withreasonable accuracy, bellow 2%. Furthermore, the analytical results about the influence of axial load revealed thatbase shear increases with axial load ratio, which is more accentuated in the RWs than in the RC Walls with the
86%. The results also showed the hysteretic damping of the RWs increases, while for RC Walls reduces.
However, the relative energy dissipation ratio of the RWs according to ACI ITG–5.1–07 criteria is low. Therefore,
in order to have a satisfactory seismic performance additional energy dissipation devices should be combined with
the RWs.

Figures

Duct

Wall
Panel
PT Tendon

Grout Bed
Foundation
Fig. 1. Single Rocking Wall
Dissipators (Target of this study).

Without

Fig. 2. Analytical Results of Base Shear (Q) – Lateral
Drift behavior of RWs for axial load ratios from 10% to
25% to evaluate the influence of axial loads in RWs.

EnergyMinistry of Public Works, Transportation and Housing and Urban Development
The Ministry of Public Works, Housing and Transportation and Urban Development
is a governmental institution in charge to lead, direct and manage public works,
housing and transportation to foster the human development in a territory which
integrates public, private and citizens’ efforts with ethics and transparency in aregional perspective.

10Application of Seismic Isolation for an Important
Building Located in a High Seismic Zone in India
Tarun CHAUHAN

Your
Photo

Central Public Works Department, Ministry of Housing and Urban Affairs, Government of India, New
Delhi, INDIA
E-mail : tarunchauhancpwd@gmail.com

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

Seismic Isolation is an unexplored technique in fast-developing India. It
can be used for important buildings for continued use without any damage
even after severe earthquakes.
India is a highly earthquake-prone country. Thousands of people die due to moderate earthquakes in India,
because of poor seismic resilience of the constructed environment. Particularly, seismic isolation is not very
popular in India, mainly because it is considered to be expensive. This paper aims to examine the effect ofSeismic Isolation on an Important Building which is located in a high seismic zone of India. Firstly, the building
was designed as a fixed base building as per the requirements of Indian codes. Next, seismic isolation was
implemented in this building, and the two buildings were compared using the non-linear analysis results. The
response was significantly reduced after seismic isolation. Secondly, the results also suggest that the structuralmember sizes can be reduced if seismic isolation is adopted, and hence the initial cost due to isolator bearings
can be compensated. Further, to check for the design of structural elements, the vertical distribution of shear force
coefficient was studied for the effect of higher modes, which was found to be a very important aspect. In
conclusion, it was seen that seismic isolation can be effectively used, particularly in important public buildings likehospitals, schools, fire stations, etc., which need to be protected against earthquake damage as they serve critical
functions after an earthquake. Also, seismic isolation is one of the most effective technology that is available to
make new earthquake-resilient structures, and making historical monuments and buildings of cultural valueearthquake-resistant. Moreover, damage to non-structural components and expensive equipments can beprevented in these critical buildings.

Displacement profile- Kobe earthquake30
No. of floors

Height of building (m)Figures20
1000Fixed Base

Isolator-level displacement (cm)
Isolated-1

Isolated-230
Isolated-3

Fig. 1. Most of the shock is absorbed by the isolatorsand significant reduction in each story (floor)
displacement is seen when fixed base building
compared with 3 types of Seismically Isolatedbuildings.

Shear Force Amplification- Kobe earthquake

8
7
6
5
4
3
2
1
0

Lateral force coefficientJapanese code

Proposed method

0.5
Analysis results

Fig. 2. Analysis results correspond well to the
proposed method by Kobayashi for the shear forces
generated due to higher mode effect, while theJapanese code underestimates the shear forces, forhigher shear coefficient of dampers.

Central Public Works Department
Central Public Works Department was established in July, 1854 by the colonial
British government. It continued its role as the leading organization to set thebenchmarks for the construction industry in India. Technical manuals, works
manual, specifications are all published by CPWD which all the other agencies,
public or private, use for their own works. CPWD is the premier construction
agency for the Government of India.

11

Accidental Torsion in the Moroccan Seismic Code:Parametric Study
Nabil MEKAOUIMohammadia School of Engineers (EMI), Mohammed V University of Rabat (UM5), MOROCCO
E-mail : mekaoui@emi.ac.ma / nabil.mekaoui@yahoo.fr

Taiki SAITO (Supervisor)
Toyohashi University of Technology, JAPANImprovement of the torsional provisions of the Moroccan Seismic CodeAny buildings can undergo torsional motion during an earthquake ground motion. If the rotational vibrations are
due to the asymmetry of the weight, the strength or the stiffness distributions adopted by the designer in theanalysis, the shaking of the building is referred to as natural torsion. If they are due to the rotational ground motion
or the uncertainties in the weight, the strength or the stiffness distributions between those adopted in the analysis
and the true ones at the time of the earthquake, the shaking is referred to as accidental torsion. This study
investigate the effect of accidental torsion on the total response of the building.
During a rotational movement of the building, the latter can be divided into two sides: The stiff side where there
are more lateral resisting elements (columns, shear wallsQ) and the flexible side. The total displacement of any
resisting element has two components: The lateral movement component which is constant for a rigid floor andthe rotational movement component varying from zero in the center of rigidity to a maximum values in the farthest
points which are the stiff and the flexible edges. Based on time history analyses results, a new method is
proposed to estimate the increase in response in the flexible and the stiff edges of the building due to accidental
torsion. This method is generalized to a certain category of multi-storey buildings and presents the main
advantage to avoid performing many extra seismic analyses as required in the Moroccan seismic code. It leads toconservative results because it’s based on design envelopes established for both flexible and stiff edges (Figures
1 and 2), and thus it’s very practical and useful for designers. The proposed method is limited to the elastic
domain to be compliant with the elastic design procedure of the Moroccan seismic code, that guaranties that thebuilding will reach the required seismic level of performance by inelastic deformations.

FiguresFig. 1. Design envelopes for the stiff edge. These
curves give the maximum increase in the stiff edge
displacement with respect to the frequency ratio Ωand the static eccentricity of the building.

Fig. 2. Design envelopes for the flexible edge. These
curves give the maximum increase in the flexible edge
displacement with respect to the frequency ratio Ωand the static eccentricity of the building.

Mohammadia School of Engineers (EMI), Mohammed V University of Rabat (UM5)The Mohammadia School of Engineers (EMI) is the first engineering school in
Morocco, established in 1959. It’s located in Rabat the capital, and it’saffiliated to the University Mohammed V of Rabat. Its main objective is toprovide the Kingdom with high level engineers from different specialties andto promote the scientific research. The engineering training contains eight
different departments.

12Feasibility Study of Vs20-based Design Spectra for
the Urban Area of Managua, Nicaragua
Jorge Vigarny ROJAS GONZALEZ
Institute of Geology and Geophysics, National Autonomous University of Managua, NICARAGUA
E-mail : jorgerojas2611@hotmail.com

Shoichi NAKAI (Supervisor)
Professor Emeritus, Chiba University, and Visiting Research Fellow, IISEE, BRI, JAPANImprovement of the design code considering a new technique to define
the site condition effectManagua, the capital of Nicaragua, is the city with the highest seismic activities. The city is affected by the shallow
inland earthquakes product of the effect of the geological settings, geological faults and the soft soil conditions
established by an alluvial fan located in the city. Therefore, knowing the inelastic soil conditions allows reducing
the uncertainty in soil conditions and facilitates the prediction of the probable affectations that the structures may
suffer during a seismic event.
The main objective of this research is proposed the design spectra considering the non-linear site response baseon the amplification factor of 40 velocity profiles located in the urban zone of Managua, Nicaragua. The method
applied the multichannel surface analysis (MASW) of 22 different places and 18 different reference points
provided by Rojas et al. (2016), Escorcia et al. (2013), and Facciolli et al. (1973); to provide the shear wave
velocity profile and propose a soil classification map based on the Vs-20 analysis of the study area. The nonlinear response spectra were developed from the backbone curve using the linear equivalent and hyperbolicmodel fitted with the dynamic deformation laboratory test data provided by Facciolli (1973). The soil amplification
factors and design response spectra were defined using the soil classification map and the non-linear response
spectra. The results showed a soil classification map distributed into 5 categories base in the average of shear
wave velocity with ranges between 180 and 540 m/s. Second, the calculation of the reference points using Vs-20
had the best fitted distribution made by geology and land use constraints. Finally, the developed design spectra
for this study proposed a soil classification that included a soft soil design spectra and moderate soft soil withthree differences range limits in the spectral acceleration branch.

Spectral Acceleration (a/g)

Figures

2.00

Design Response Spectra forManagua
B

1.50

C1

1.00

C2

0.50

C3

0.00
0.00

D
0.50

1.00

1.50

2.00

2.50

Period (sec)Fig. 1. Soil classification map based on Vs-20
analysis of Managua. The black points represent theinvestigated points and the color indicate the average
shear velocity of the soil.

Fig. 2. Proposal of acceleration design response
spectra for Managua. The soil type B represent thefirm ground, the soil C moderate soft soil and the soil
D very soft soil.

Institute of Geology and Geophysics (IGG-CIGEO)
The Institute of Geology and Geophysics of Nicaragua or IGG / CIGEO is
a research institute established in October 1990 in the National
Autonomous University of Nicaragua (UNAN-Managua), which carries out
scientific and technical work in the field of Earth Sciences (Geosciences)and Studies of Disaster Risk.

13

Effective Retrofit Planning for Masonry Housing
Using Steel Mesh
Daniel Felipe ESCALANTE MARINO
Japan-Peru Center for Earthquake Engineering Research and Disaster Mitigation, PERU
E-mail : descalantem@uni.pe

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

To improve non-engineering and self-construction masonry houses byapplying steel mesh method
Lima is the capital of Peru, has 30% of the total population of Peru located in Lima and 70% of the houses in Lima
are of masonry confined, with 7 million people living in these homes. As the masonry housing are a good solution
to the demand of concrete, the seismic code recommends buildings with this system and gives us certain
minimum values of their results to be able to use them. The Pandereta brick is a type of masonry that was createdfor partitions for rooms because they are lightweight and low cost. Some people of low-income use these bricks tobuild their homes, some of which are auto-construction and non-engineering because those materials are notadequate to resist an earthquake.
The informality in the construction of houses less than 3 floors is very common in Latin America, especially in
Peru, to retrofit these housing you need an engineering study that because of the low income presented by thesefamilies is almost impossible to realize. In this study consists of two tests of real-scale brick wall (See Figure 1):
the first is a wall without retrofitting (original wall) and the second is a retrofitted wall using steel mesh, applying
the non linear behavior of the walls and the method of spectral capacity is obtained the non-linear behavior of
housing. to obtain the performance point we use the demand curve and the capacity curve.
In the construction of these walls is with Pandereta bricks, these are very brittle, lightweight and above all it has
low cost. To determine the displacement limits we use FEMA356 and the behavior during the test. The analysis
comes to end when the point of performance is located at the level of life safety. The procedure to obtain the pointof performance is repetitive where the percentage of retrofitted walls changes. As a result it was obtained that69% reinforced walls are needed for the desired level of performance.

Figures
400

Shear force (kN)

300
200
100
0
-100
Envelope-200

Hysteresis WR
Hysteresis WOR

-300

Peak

-400
-15

-10

-5

0

5

10

15

Displacement (mm)Fig. 1.
Original walls of masonry (left), wall
retrofitting with steel mesh (right), coating with mortar
cement-sand, unit of Pandereta brick (lower right).

Fig. 2. Non- linear behavior of the masonry walls andhysteresis curve of the walls without retrofitting (redline) and walls with retrofitting (black line).

Japan-Peru Center of Earthquake Engineering Research and Disaster Mitigation (CISMID)
Japan Peru center of earthquake engineering research and disastermitigation (CISMID) is an organization established in May 1986 for the civilengineering faculty of national university of engineering (FIC-UNI),
Dissemination of knowledge in disaster prevention and mitigation throughresearch and application of proprietary technologies to contribute to thesustainable development and prosperity of the country's peoples
..

…..

14

Seismic Performance Evaluation of School Buildings Considering
the Post-Disaster Function: Case Study for Facilities ofPangasinan State University, Philippines
Rizalyn Centino ILUMIN
Pangasinan State University, PHILLIPINES
E-mail : Rizalyn_Centino@yahoo.com

Shunsuke SUGANO (Supervisor)
Professor Emeritus, Hiroshima University, and Visiting Research Fellow, International Institute of
Seismology and Earthquake Engineering, Building Research Institute, JAPANDetailed seismic evaluation of structures found effective as a mitigation
strategy where the functions of school in times of disaster can be achieved.
Disaster mitigation is a significant issue that must be addressed to avoid the destructive impact of a disaster.
Quick inspection was conducted to the eleven (11) school buildings of Pangasinan State University. They werescreened and ranked to define the vulnerable and suitable structures for both education and emergency functionsof the school as shown in Fig. 1. Engineering Building 2 and Administration Building which are also known as Bldg
2 and Bldg 10, respectively are the two vulnerable buildings considered. The Japan Building Disaster Prevention
Association (JBDPA) Standard for seismic evaluation of existing reinforced concrete buildings was used to further
investigate their actual seismic capacity. The JBDPA Standard focuses on the reinforced concrete structures withthe concrete wall. Therefore, the strength of the reinforced masonry infill walls especially those with openings wasdetermined from the equations of various experts. After following the concept of JBDPA Standard, the result of thesecond level screening specified that the first floor of these buildings’ longitudinal direction need to bestrengthened. The reinforced concrete (RC) shear wall was used to increase the strength of the structures. The
behavior of the two school buildings before and after retrofitting was analyzed in STERA 3D software to show theeffectiveness of using RC shear wall as shown in Fig. 2. The JBDPA Standard found very effective in thePhilippines because many existing reinforced concrete school buildings with masonry infill wall need further
evaluation. The proposed indices ranges from 1.25-2.00 were also very helpful to trace the importance of theschool buildings. They greatly helped to have the accurate value of the standard level of safety for the specificlocation. Detailed evaluation is better than the rapid visual screening in identifying the actual strength ofstructures. The methods used ensure the safety of building occupants where structures can also serve as shelter.

FiguresFig. 1. Seismic risk scores are plotted against the
PDV values in x and y axis, respectively. Level ofpriority was divided into four quadrants. Eachquadrant was subdivided into A,B,C, and D.

Fig. 2. The Bldg 2 (left) and Bldg 10 (right) before andafter retrofitting. The structures are improved
considering the post-disaster function against thenegative impact of earthquakes using RC shear wall.

Pangasinan State University
The Pangasinan State University, Philippines was chartered through theissuance of Presidential Decree No. 1497 promulgated on June 11, 1978 andbecame operational on July 1, 1979. The Pangasinan State University,
through instruction, research, extension and production commits to develop
highly principled morally upright, innovative and globally competent
individuals capable of meeting the needs of industry, public service and civilsociety.

15

Tsunami Damage Estimation Along the Coast of
Laoag City Using Tsunami Fragility Functions
Bhenz RODRIGUEZ
Science Research Assistant, Philippine Institute of Volcanology and Seismology (PHIVOLCS),PHILLIPINES
E-mail : bhenz.rodriguez@phivolcs.dost.gov.phShunichi KOSHIMURA (Supervisor)
International Research Institute of Disaster Science, Tohoku University, JAPAN

Tsunami damage estimation leads to better understanding of theimpending effects of the hazard.
The objective of this study is to assess the tsunami hazard and to estimate the tsunami damage in Laoag City.
The scenarios used for the assessment of tsunami were obtained from different studies using Manila Trench as
the source. For damage estimation, tsunami fragility functions developed for Banda Aceh were used. Tsunami
fragility functions is basically a relationship between damage probability of death ratio and the hydrodynamic
features of tsunami such as inundation depth, current velocity and hydrodynamic force. The worst scenario S2
has a magnitude of Mw 8.4, with a fault length of 277 km, a fault width of 91 km and a top depth of 5 km. The slip
amount was set to 3.72 m with strike, dip and rake angles of 20°, 41°, and 79°, respectively. The maximum upliftand subsidence obtained for this scenario were 2.08 m and 0.25 m. The maximum tsunami height resulted on
4.47 m in which will arrive 20 minutes after the earthquake. Also, the inundation area and maximum inundation
depth values were 6.79 km2 and 6.8 m. In terms of the damage estimation, two different set of exposed data wereused. One set was from Philippine Statistics Office (PSA) in which aggregated number of houses and populationfor each barangay is provided. The other set of data only includes the houses and population inside the inundated
area. The estimated damage on exposed buildings and casualties inside the inundated area were 93%, and 70%,
respectively. These findings can be used as a reference by local governments, however careful assessment of
uncertainties not considered here are necessary for future disaster planning and mitigation.

FiguresFig. 1. Seafloor deformation (a) and maximum
tsunami heights (b) maps resulted from the worst
scenario S2.

Fig. 2. Building damage map for Laoag City using
sample building points (yellow circle) and population
density.

Philippine Institute of Volcanology and Seismology
The Philippine Institute of Volcanology and Seismology (PHIVOLCS) is the soleorganization of the Department of Science and Technology that is particularly
assigned to mitigate disasters that may occur from earthquakes, tsunami,
volcanic eruptions and other geotectonic phenomena.

16

Tsunami Inundation Modeling for Coastal Zone ofAlexandria City
Mohamed ELSAYEDNational Research Institute of Astronomy and Geophysics (NRIAG), Department of Seismology,
Egyptian National Seismic Network (ENSN), EGYPT
E-mail : sayed.mohamed9870@yahoo.com

Yushiro FUJII, Bunichiro SHIBAZAKI (Supervisors)
International Institute of Seismology and Earthquake Engineering (IISEE), Building Research Institute(BRI), Japan

The Alexandria’s coastal zone suffered from disastrous tsunamigenic earthquakes; the 142, 365, 1303, and 1222
earthquakes that were mainly produced from the Hellenic and Cyprian arcs. We focused on the Alexandria middle
coastal zone to investigate tsunami propagation and inundation by adopting the assumed fault models for theearthquakes. Using TUNAMI (Tohoku University’s Numerical Analysis Model for Investigation) code, we
performed numerical simulations and constructed inundation maps. We downloaded bathymetry data of GEBCO
30 arc-sec and topographic data of SRTM 1 arc-sec. We divided the computation domain into four grids, such as
the finest grid represented inundated area merging GEBCO and SRTM data. We set six coastal output points
along the Egyptian shoreline including the real Alexandria gauge to study tsunami height and arrival time.
Moreover, we picked out five important points to evaluate tsunami run-up height and inundated depth. Our
computation results showed that the first wave arrived at the coastline of the Alexandria after 62 min of the 142
earthquake with the maximum tsunami run-up height of 6.48 m and inundated depth of 7.63 m. While, the 1222
source closest to Alexandria had the maximum tsunami run-up height of 0.55 m and inundated depth of 1.2 m.
Computed inundation maps showed that the 142 event covered the largest inundation area than other events. For
all sources, the western coastline was more exposed and vulnerable to the inundation than the eastern coastline.

FiguresFig. 1. Seafloor displacement computed for the 142
earthquake. The red and blue contours are upliftand subsidence with the interval of 0.5 m.

Fig. 2. Calculated tsunami inundation depth for the
142 earthquake with five significant points in
Alexandria.

National Research Institute of Astronomy and Geophysics (NRIAG)
The National Research Institute of Astronomy and Geophysics (NRIAG) is
one of the oldest scientific institutions in Egypt. NRIAG was erected at
Helwan in 1903. Astronomical observations started in 1905, geomagnetic
observations at 1907 while seismic registrations started early in 1899.
NRIAG has two scientific branches, namely Astronomy and Geophysics.

17