1st Joint Coordination Committee onTh PThe
Projectj t ffor EEnhancement
ht off EEarthquake
thk anddTsunami Disaster Mitigation Technology in Peru

JCC – Annual Plan and Progress
ReportG3 Building
G3:
ildi
Japanese members:
Taiki Saito (BRI)
Koichi Kusunoki (Yokohama U.)
Carlos Cuadra (Akita University)
Shunsuke Sugano (BRI)
Masaomi Teshigawara (Nagoya U.)

Peruvian members:
Carlos Zavala(Cismid)
Javier Pique(Cismid)
Patricia Gibu (Cismid)
Maria Corrales (Ministry of Culture)
Claudia Honma(Ministry of Housing)Ricardo Proaño (Cismid)

Project Flow‐chartPeriod
Research Topic (Organization)

2009

2010

(2010-2014)

2011

2012

2013

2014

(10 Months)(12Months)

G1: Seismic Motion & Geotechnical【 Chiba, Tokyo Tech, BRI, NIED,CISMID, IGP】

Source Modeling

1) Source Modeling and Seismic Motion2) Site Response & Microzonatio

Microzonation

Seismic Response

Field Survey3) Slope Failure Assessment
G2: Tsunami【Tohoku，BRI，Tsukuba，TEPSCO
DHN, CISMID】
1) Tsunami Propagation and Impacts
2) Tsunami Hazard Mapping
3) Tsunami Damage Mitigation Technology

Simulation of Strong Motion

EQ and MT Measurement

Tsunami Simulation

Hazard MapInundation and Impact

Data Collection Damage Assessment Method Tsunami Damage Analysis
Tsunami Damage Mitigation technology

Historical Tsunami Data

G3: Buildings【BRI，Nagoya, Yokohama
National，Akita Pref., CISMID】
1) Seismic Tests Database2) Diagnosis and Retrofit
3) Retrofit of Historical Buildings
G4: Damage Assessment【Tokyo Tech，Chiba，AIST，Tsukuba,CISMID】
1) Geo-spatial Database

Literature Survey, Tests
Diagnosis Method

Database Development

Retrofit Technology, Validation Tests Guideline

Survey, Risk Assessment

Retrofit TechnologyGuideline

Data Collection Geospatial Data

Database DevelopmentMethodology

DDamage
DDetectiont ti

Data Collection

2) Damage Detection using Remote Sensing

Damage Assessment MethodAssessment, Risk Map

3) Damage Assessment for Scenario EQ
G5: Disaster Mitigation Plan and Project

Project Officer，Project Management，Public Announcement

Managementg【 Chiba, Tohoku, BRI, Tokyo Tech,
Ritsumeikan, INDECI, CISMID】
1) Project Management
2) Disaster Mitigation Planning

WS▼

WS▼

WS▼

Workshop Organization

WS▼

WS▼

Mitigation Planning Dissemination, Education

Equipment ListYear

Items

Quantity

2011Acceleration Transducers
2011Automatic Static Controlled Measurement Unit
2011Core Drilling Machine
2011D t Logger
2011DataL
2011High speed Switching Box
2011High-sensitivity Displacement Sensor
2011Overseas HDD Camcorder(Video Camera)
2011SDP-type Displacement Sensor
2011Structural Testing Device(Measurement control unit)
2011Updating of Structural Testing Device(Planned in Oct.2011)
2011Laser Displacement Sensor: Controller Head
2011Universal Recorder
2011ITK Sensors (with PC)

Price

20
11
1
120
4
6
2
2
4
115

¥2,700,000¥20,500,000¥201,600¥1 476 250¥1,476,250¥1,775,550¥1,417,500¥754,320¥579,600¥9,135,000¥2,830,000¥2,603,370¥1,755,000Group 3 Building (Equipment)
Structural testing

Material testing

Self supporting loading system

Renewal of old CISMID machine

Equipment

Equipment

4-oil jacks withC t l system
Controlt

Building monitoring

50t U
50ton
Universal
ilEquipment

300t C
300tonCompression
iybehavior monitoringg & test
DynamicSensor

Shaking machine

Equipment

Acc. sensor

EquipmentInternet sensor monitoredby Peru and Japan

Laser sensor

Progress Report
Seismic Test Database
Structural Test in National Yokohama University (2010-2011)
FlangeSeismicLoadWeb

Specimen without Flange

Specimen with Flange

Plus force applicationp

Plus force application•Ciclic loadp

Minus force application•1/3 Scale
Minus moment•Displacement
control

Progress Report
Diagnosis and Retrofit
Literature Surveyy and Database of Seismic Diagnosis
gMethod(Building Research Institute)
Review of Experimental Data
Resistance mechanism, failure mode, ultimate strength, ultimate displacement
Proposal: restoring force characteristics model
Proposal: equations to determine restoring force characteristics models

Review of Analytical Data
Analytical methods, analytical model
Proposal: restoring force characteristics model

Review of Design Codes
Analytical methods
methods, target performance,performance acceptance criteria
design equations

Data Source
Domestic: Technical papers (AIJ, JCI, ACI, CIP etc.)
International: Existing design codes, technical papers (EERI, ACI, ASCE, etc.)

Development of Computer Simulation Software of Seismic Diagnosis(B ildi Research(BuildingRh Institute
I tit t andd Akita
Akit P
Prefecturalf t lUUniversity)
iit )Simulation of collapse of masonry building
Brick = Rigid Body
Mortar = Spring
Brick
Normal Springp gmortar
Discrete element
model for brick

Shear Springp gMortar Spring

Progress Report
Retrofit of Historical Buildings
Vibration Characteristics of Traditional Adobe-Quincha Buildings(Akita Prefectural University
University, BRI and CISMID)

Comercio Hotel

Micro-tremor measurement

Dominant frequency

Mathematical Model of the Building

General View (Carabaya andAncash streets)

Lateral View (Carabaya Street)

Lateral Displacement and Maximum Drift due to quake

Esfuerzos Debido a Fuerzas Sísmicas (X)
IH

GF

NE

DCB
A
12

3

4

567

(τ .= ‐0.50 a 1.0Kg./cm2)(τ .= ‐0.90 9 to 1.25kg./cm
1 25kg /cm2)

Human Resources Development

Lectures in CISMID

G3 meeting in CISMID

Lecture in TACNA
Field survey of historical buildings in LIMA8NATIONAL UNIVERSITY OF ENGINEERINGFACULTY OF CIVIL ENGINEERING
JAPAN-PERU CENTER FOR EARTHQUAKEENGINEERING RESEARCH AND
DISASTER MITIGATION - CISMID

S i i Performance
Seismic
P fStudy
St d off an Important
It t Building
B ildi ini PeruP- Evaluation of a Hospital Structure -Research Plan - Group G3-2011•Dr. Carlos Zavala•Eng. Ricardo Proaño•Bach Eng.César•Bach.
Eng César Fajardo

HOSPITAL STRUCTURE TO BE EVALUATEDEdgardo
Edd Rebagliati
R b li ti Martins
M tiHHospital
it l (HERM)
was built in 1957 and, until today, it is one of themost important in Peru. Its original design wasplanned to be a framed structure of reinforced
concrete. Currently there are some previous
st dies (CISMID-1997)
studies(CISMID 1997) that they
thecan becomplemented.

Edgardo Rebagliati Martins Hospital (HERM)OBJETIVES¾Understand differences and advantages that are obtained by applying nonlinear methods in theg structures.
evaluation of building¾Make use of a nonlinear method to determine the probable damage level and performance to bepresented at an important structure such as a hospital in Peru due to the seismic demand.

NATIONAL UNIVERSITY OF ENGINEERINGFACULTY OF CIVIL ENGINEERING
JAPAN-PERU CENTER FOR EARTHQUAKEENGINEERING RESEARCH AND
DISASTER MITIGATION - CISMID

3.10

S i i Performance
SeismicP fStudy
St d off an Important
It t Building
B ildi ini Peru
P- Evaluation of a Hospital Structure -Weight on the first floor
Weight on typical floors
Weight on top floors

2’237.00 ton-f
2’166.00 ton-f955 00 ton
955.00
ton-ffFirst floor height
Typical floor height

5.50m
3.10m

3.10
3.10

210-350
210 350 kg-f/cm
kg f/cm2
2’800 kg-f/cm211° FLOOR

3.10

Concrete Strength (f’c)(f c)Steel Yield Strength (fy)

12° FLOOR

10° FLOOR

3.10

Number of stories:

Concrete Framed
Structure
149° FLOOR

3.10

System:13° FLOOR

3.10

8° FLOOR

3.10

7° FLOOR

45.60

Building Features (Block “A” )3.10

14° FLOOR

3.10

6° FLOOR

3.10

5° FLOOR

3.10

4° FLOOR

3.10

3° FLOOR

5.30

2° FLOOR

1° FLOOR

5.3015.30
25.30
34SUMMARY WORK:¾Data collection: geometry, materials, reinforcement, natural vibrations ...
¾Construction of mathematical model.
¾Determining the Capacity Spectrum and Seismic Demand.
¾Determining the Performance Point.

3D Model view – Made up inSAP2000-12 software.

NATIONAL UNIVERSITY OF ENGINEERINGFACULTY OF CIVIL ENGINEERING
JAPAN-PERU CENTER FOR EARTHQUAKEENGINEERING RESEARCH AND
DISASTER MITIGATION - CISMID

S i i PerformanceSeismicP fStudy
St d off an ImportantIt t Building
B ildi ini PeruP- Evaluation of a Hospital Structure -¾It’s possible to know the Capacity of the Structure.

By Applying
Non-linear Analysis¾It’ss possible to infer about failure mechanism.
¾It¾It’s possible to make Decisions about Reinforcing …

STRUCTURAL EVALUATION OF
FACULTY OF CIVIL ENGINEERING
OF THE NATIONAL UNIVERSITYOF ENGINEERING ‐ PERU

First floor

V2V1C5V2

C3V2

V2

tabiqueria(e=0.25m)
C4C2C2

3.95

V1

C1CC1V1V1V1

V2

C1

V1

V2C1

V1

3.95

V1

3.95

C3C4V1V2C13.95

C2V1V2C13.95

C2V1V2V2V2B

C1C1V13.95

CA

B

CA

B

C

3.55

C3Y

A

V13.953.95

X1320.30

3.65

A

3.65

V1540.30

50.30

3.65

V1

V2C4

3.95

80.30

0.30

3.65

V1C5C3C6V2

V2tabiqueria(e=0.25m)

C8C8tabiqueria(e=0.25m)

C8C8

C7C4V1V2

V2

C1CY

73.65

V1V28

V1C5tabiqueria(e=0.25m)

C70.30V1C5V2tabiqueria(e=0.25m)

3.65

V1C5B

760.30

3.65

V1C36Second floor

30.30

C67.504

7.00

2C1V2C1V2C1V2C1V2C1V2C1C1V1V1V1V1V1V1

V1

3.95

3.95

3.95

3.95

3.95

3.95

3.95

- The
Th arrangementt off thosethinfill
i fill walls
ll arean irregular way because these were placed
for architectural matters. These walls havenot vertical continuity because the first levelserves as a hall of the faculty. And also
there are not symmetry in plant at the thirdlevellevel.

3.55

1- The faculty was built to work as a frame
system, but currently there are infill walls.

tabiqueria(e=0.25m)

B

V2

C30.50V2V1C50.30

3 65
3.65

7.00

V1

C580.30

0.50
0V2

3 65
3.65

0.30

V1

C5

70.30

3 65
3.65

0.50

7.50

V1

C360.30

3 65
3.65

0.50

V1

C3

50.30

3 65
3.65

0.30

V1

40.30

0.50

A

3
3 65
3.65

0.50
020.30

3 65
3.65

0.30

10.30

X
12

34

5678

Third floor
2A

3.65

30.30

3.65

V1

7.50

50.30

3.65

V1C9V1C9V240.30

3.65

V1C9V260.30

3.65

3.65

V1C9V270.30

V1C9V23.650.30

V1C9V280.30

C9C9V2V27.00

10.30

tabiqueria(e=0.15m)
C9C10C10C10C10C10C9C10B

V2C1CY

V2C1

V2C1

V2C1

V2C1V2C1V2C1C1V1V1V1V1

V1

V1

V1

3.95

3.95

3.95

3.95

3.95

3.95

3.95

3.55

3.95

V1V2X
12345678LINEAR DYNAMIC ANALYSIS
Pseudo-Acceleration Spectrum3

Accelerattion (m/s2)

2.5
2
1.5
1
0.5
00

0.2

0.4

0.6

0.8

Period ((s))
RELATIVE STORY DISPLACEMENT
Sismo in Y direction
4

Pto II

3

Story

Pto SI2

Pto SD
Pto ID1

NTE03000 0000
0.00000 00500.00500 01000.01000 01500.01500 02000.02000 02500.0250Relative displacement

RELATIVE STORY DISPLACEMENT
Sismo in X direction
4

Pto II
3

Story

Pto SI2

Pto SD
Pto ID1

NTE03000.0000

0.00200.00400.00600.00800.0100Relative displacement

0.0120Because it was built without any seismic codes. It’s
necessary verify if the structure behavior is within thecurrentt minimum
i irequirements
it off ththe NNationaltil
Building Code.
Applying and spectrum of pseudo-accelerations to
the mathematical model was
as obserobserved
ed that therelative story displacement exceeded the minimum
requirement.
Also the mathematical model showed torsional
effects in its dynamic behavior.

Pushover in X
direction

Pushover in Y
direction

NON LINEAR ANALYSISThe non linear static analysis and non linear
dynamic analysis showed that the weakest
area is the first level. Also was observed thatthe plastic hinges were performed in thecolumns before the beams, which is a failure
mechanism of weak column – strong beam.
Pushover Analysis
500

Infill wall at 1º story
Infill wall at 2º story
Infill wall at 3º story

Earthquake 1974- LimaPeru

Forcee (kN)

400
300
200
100
05101520

Earthquake 2007- Ica Peru

Shear (kN)

Displacement (cm)2000First story
Second story
Thi d story
Thirdt1000

051015

Relative displacement (cm)

STRUCTURAL VULNERABILITYASSESSMENT OF CENTRAL PAVILLIONNATIONAL UNIVERSITY OF ENGINEERINGSTRUCTURAL VULNERABILITY ASSESSMENTOF CENTRAL PAVILLION

STRUCTURAL VULNERABILITY ASSESSMENTOF CENTRAL PAVILLIONITK-06
ITK06
SensorWorking
At StructuralLabCISMIDNATIONAL UNIVERSITY OF ENGINEERINGFACULTY OF CIVIL ENGINEERINGJAPAN-PERU CENTER FOR EARTHQUAKEENGINEERING RESEARCH AND
DISASTER MITIGATION - CISMIDITK Sensor Monitoring Network
ITK-P01

ITK-P02

ITK 06
ITK-06

ITK P03
ITK-P03

Proposal Location

ITK-06

Sensor Working

Capture Signal at Structural Lab
CISMID FIC UNICISMID-FIC-UNI
6.000

CISMID‐FIC‐UNI ITK‐06 IP‐Sensor
16/09/2011 ‐16:50 hrs

2.000‐2.000‐4.00010CISMID-FIC-UNI ITK-06 IP-Sensor
13/07/2011 -05:07 hrs‐6.000Aceleraation (cm/seg2)

864NS

2

EW
0UD
19:03:22
19:04:48
19:06:14
19:07:41
19:09:07
19:10:34
19:12:00-22-4-6-8-1010Time

NS

0.000
1
1001
2001
3001
4001
5001
6001
7001
8001
9001
10001
11001
12001
13001
14001
15001
16001
17001

on (cm/seg2)
Aceleratio

4.000

EW
UD

Coming Schedule for 2011‐2012
Seismic Test Database
DateTopic

Feb. 2012 Structural test of wall in CISMID

Organization
CISMID, BRI, Yokohama
National Univ., Nagoya Univ.

Diagnosis
gand Retrofit
DateTopicFeb. 2012 Shaking
g table test of masonryy in BRI
Development of software

Organization
BRI,, Akita Prefectural Univ.

Survey and Risk Assessment
DateTopicOrganization

2012

Seismic evaluation of buildings in Peru

CISMID, BRI

Implementation of ITK Sensor Network CISMID, BRI, Yokohama
National Univ.
Univ