Science and Technology Research Partnership for Sustainable

1Development (SATREPS)

Progress㻌 䡋䡂㻌 䠣䠏㻌 䠝䠿䡐䡅䡒䡅䡐䡕JAPANESE SIDE
Taiki Saito, Tomoya Matsui, Roy Reyna (Toyohashi University of Technology)
Masaomi Teshigawara (Nagoya University)
Koichi Kusunoki (University of Tokyo)
Carlos Cuadra (Akita Prefectural University)
Shunsuke Sugano, Tomohisa Mukai, Masanori Tani (BRI)
Akio Abe (Tokyo Soil Research Co.Ltd.)
Toshikazu Kabeyasawa, Haruhiko Suwada (NILIM)
Zhang Wei (Tsukuba University)
PERUVIAN SIDE
Carlos Zavala, Javier Pique, Jorge Gallardo, Patricia Gibu, Miguel DiazRicardo Proaño, Luis Lavado, Jenny Taira, Lourdes Cardenas, Lucio Estacio (CISMID-FIC-UNI)
Gabriela Silva (Ministry of Culture)
Maria del Carmen Corrales (Metropolitan Municipality of Lima)
Carlos Montes de Oca, Carmen Kuroiwa, Gabriela Esparza (SENCICO)

Asociación de Investigación en Ciencia y Tecnología para el
Desarrollo Sostenible (SATREPS)
Science and Technology Research Partnership for Sustainable
Development (SATREPS)

Progress㻌 䡋䡂㻌 䠣䠏㻌 䠝䠿䡐䡅䡒䡅䡐䡕

Presented by:
Dr. Carlos Zavala
Dr. Taiki Saito

PI - SATREPS Peruvian side, Professor CISMID-FIC-UNI
Professor, Toyohashi University of Technology2

6-1
Developing a database of structural
test results and material test
results for buildings

Journal of Disaster Research, Vol. 9, No. 6, 2014

Strength and Deformation of Confined Brick MasonryWalls Subjected to Lateral Forces- Review of Existing Test Data in Japan and Peru Test results of confined brick masonry walls in the Japanese database (55walls) and Peruvian database (34 walls) were reviewed.

Empirical equations for strength and deformation of walls are developed baseon the multiple regression analysis.

Significant
improvement
Current
Maximum shear strength using
AIJ equation ( stand. dev = 0.57)

ProposalMaximum shear strength using
proposed equation ( stand. dev = 0.28)

Journal of Disaster Research, Vol. 9, No. 6, 2014

Implementation of Database of Masonry Wall Tests- Review of Existing Test Data in Peru
Collection of test results in CISMID:
30 typical walls, 2 composite Walls, 2Reinforced Walls, 8 Two-Story Walls, 2Walls + Opening, 2 Walls + two Openings
and 3 H Walls, in total 49 walls.

Process of limit states of confined masonry wallℎ
0= 0.023 − 0.022 + 0.015+ 0.037
′′′

Proposal of evaluation formula

Journal of Disaster Research, Vol. 9, No. 6, 2014

Implementation of Database of Masonry Wall Tests- Review of Existing Test Data in Peru
EXPERIMENTAL DATABASE OF CONCRETE & MASONRY WALLS TEST WEB SITE

Database is open on the web site: http://www.cismid-uni.org/wallx/

6-2
Developing technology of seismic –diagnosis and retrofit for different
types of buildings prevalent in Peru

Journal of Disaster Research, Vol. 8, No. 2, 2013

Experimental Study on Flexural Behavior ofReinforced Concrete Walls
Japan-Peru-Chile joint investigation teamLessons of 2010 Chile Earthquake
Extensive damage to wall structures by flexural failure

Structural Test in National Yokohama University (2010-2011)
Plus force application
Plus force applicationpp

Minus force application
nMinus moment

Journal of Disaster Research, Vol. 8, No. 2, 2013

Cyclic Behavior of Low Ductility Walls
Considering Perpendicular Action
Low ductility wall buildings have become popular in Peru.

It is necessary to evaluate their performance by structural
test, especially for H-shaped wall.

Journal of Disaster Research, Vol. 9, No. 6, 2014

Non-Engineering Masonry Tubular Block Behavior
against Solid Engineering Wall
Around 60% of the population lived on nonengineering houses that use masonry tubular
blocks on walls.

Behavior of a tubular brick wall wasinvestigated by structural test in CISMID Lab.
Tubular brick walls show more than 30% lower
capacity than solid walls.

Journal of Disaster Research, Vol. 8, No. 2, 2013

Experimental Study on Dynamic Behavior of
Unreinforced Masonry Walls
The main reason ofearthquake damage indeveloping countries is thecollapse of unreinforced
masonry houses.

Dynamic behavior of an
unreinforced masonrywalls were investigatedthrough a shaking table test.

The first specimen showed
the out-of-plane flexural
failure mechanism, the otherspecimen exhibited in-plane
shear failure mechanism.

Simulation of collapse behavior of masonry structure
A software was developed
using Discrete Element
Method (DEM) for simulating
collapse behavior of masonrystructure.

Brick
Normal SpringmortarShear Spring

Mortar SpringNetwork of ITK sensors for earthquake response of buildings
CIVIL ENGINEERING FACULTY BUILDING (FIC-UNI)

UNI CENTRAL BUILDING (PC-UNI)

Sensor at ceiling

Sensor at ground

E. REBAGLIATI MARTINS HOSPITAL (HERM)

Network of ITK sensors for earthquake response of buildings

Roof level
20 galCIVIL ENGINEERING FACULTY BUILDING

Basement level

6 galNetwork of ITK sensors for earthquake response of buildings
E. REBAGLIATI MARTINS HOSPITAL
DateDistance (Km)
Depth Magnitude
(Km)
(ML)
HERM PC-UNI FIC-UNI

2012/11/03 110.0

4.7

111

112

112

2012/12/28

96.0

4.3

81

76

75

2013/10/18

11.0

4.2

58

64

64

2013/11/25

59.0

5.8

98

103

104

2014/02/20

38.0

4.1

83

89

90

2014/02/22

40.0

4.0

27

22

22

2014/04/26

35.0

4.08487

88

2014/06/03

38.0

5.4

67

72

72

Dirección NS

Dirección EW

Journal of Disaster Research, Vol. 9, No. 6, 2014

Implementation of Building Monitoring Networkin Peru under SATREPS Project
Diagnosis of Edgardo Rebagliatti Hospital – Block A
Together with monitoringwith ITK sensors, seismic
diagnoses of buildings wereconducted using computersoftware.

Diagnosis of FIC-UNI Building – Block G

Diagnosis of PC-UNI Building

6-3
Identifying historical buildings in
the study areas that face significant
earthquake disaster risks

Journal of Disaster Research, Vol. 8, No. 2, 2013Diagnosis for Seismic Vulnerability Evaluation ofHistorical Buildings in Lima, Peru
Vibration Characteristics of Traditional AdobeQuincha Buildings(Akita Prefectural University, BRI and CISMID)

Comercio Hotel

Micro-tremor measurement

Dominant frequency

Evaluation of Historical Buildings in Lima, Peru

FORMAT FOR EVALUATION OF HERITAGE BUILDINGS

St. Liberata
Church (Rimac)

Nuestra Señora
Copacabana
Church (Rimac)

6-4
Verifying the effects of structural
retrofit technologies throughstructural tests and numericalanalyses

Journal of Disaster Research, Vol. 9, No. 6, 2014

Basic Study on Reinforced Concrete Shear Walls
without Boundary Columns Retrofitted by Carbon Fiber Sheets
Development of retrofit techniques using Carbon Fiber Sheet

Specimen WF

Specimen RWF1Specimen RWF2

Even partial
retrofit improved ductility significantly.
300
Shear force (kN)

250
200
150
100

䢢䣙䣈
䢢䣔䣙䣈䢳䢢䣔䣙䣈䢴

50
0
0.0

0.5

1.0

1.5

2.0

Drift angle (%)

2.5

3.0

3.5

Retrofit of Masonry Walls using Steel Wire Mesh

Procedure of retrofitting work:-To fix the wire mesh to the wall by anchoring side to side.
Wire mesh is anchored to foundation by dowels.
Surface is covered by mortar (1:4, cement:sand ratio).
Plaster the surface till obtain uniform surface.