THE MONASTERY of JERONIMOS, LISBON, PORTUGAL

Transcription

NEW INTEGRATED KNOWLEDGE BASED APPROACHES TO THE PROTECTION
OF CULTURAL HERITAGE FROM EARTHQUAKE INDUCED RISK FP7-ENV-2009-1
COORDINATOR:
Case Study
Monastery of Jerónimos,
Lisbon, Portugal
Paulo B. Lourenço
Universidade do Minho
Department of Civil Engineering
Guimarães, Portugal
NIKER Workshop, Israel, December 16-17, 2012
Seismic safety assessment of the church of monastery of Jeronimos, Lisbon, Portugal
Institute for Sustainability and Innovation in Structural Engineering
Paulo B. Lourenço
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Description
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The crown asset of
Portuguese heritage
buildings
Construction from 1499
Built with limestone
Considerable dimensions
in plan, more than 300 
50 m2, and an average
height of 20 m (50 m in
the towers)
Evolves around two
courts. The larger court
is bordered by a long
arcade of two levels that
hosts the Ethnographic
Museum of Archaeology
and the Maritime
Museum. The smaller
court or the Cloister is
bordered by the Church,
the Sacristy, the Chapter
Room, the Refectory
Local Seismicity
Gathered data
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5
Church
5
1
3
4
2
6
5
Cross
-section
Views
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In situ investigation
Tiles removal for visual inspection
Wallets for supporting tiles (20th century)
Radar inspection
Ribs visual inspection
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In situ geometrical survey
Transept cross-section
Longitudinal cross-section
Nave cross-sections
Plan of the nave
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Tilting of the columns and GPR of the columns
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Modal Identification of the Church
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Mode I
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Mode II
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Static Monitoring System (I)
Measure deformations and temperature variations of two columns
in the main nave
The system is focused on the columns structural observation,
because they are the best measure of the nave structural behavior
C2
TS1
TS4
TS2
C2
TS5
TS6
C1
TS3
D
TS4
TS4
TS3
C1
TS2
TS1
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Static Monitoring System (II)
North Tiltmeter
(Daily Moving Average)
0.1
25
0.0
20
-0.1
15
-0.2
10
-0.3
5
Temperature [ºC]
30
Temperature
Date
Date
North Tiltmeter vs Temperature
0.3
Rotation [mm/m]
0.2
0.1
0.0
-0.1
-0.2
Temperature [ºC]
35.0
30.0
25.0
20.0
15.0
5.0
-0.3
10.0
0.2
35
North Tiltmeter
Sep-05
Oct-05
Nov-05
Dec-05
Jan-06
Feb-06
Mar-06
Apr-06
May-06
Jun-06
Jul-06
Aug-06
Sep-06
Oct-06
Nov-06
Dec-06
Jan-07
Feb-07
Mar-07
Apr-07
May-07
Jun-07
Rotation [mm/m]
0.3
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Dynamic Monitoring System (I)
Accelerations measurements in two points: in the base and in the
main nave
Due to the different technical characteristics and sampling rates
data acquisitions, the dynamic monitoring system is physically
separated from the static one.
A1
A2
Legenda:
Cablagem
SENSORES
Cn
A1
TSn
An
D
Clinómetro (
Temperatura
Acelerómetr
Sistema de a
de dados
Legenda:
Notas:
- Todas as cotas deve
Cablagem
SENSORES:
Cn
TSn
An
D
Clinómetro (número)
Temperatura na superfície (número)
Acelerómetro (número)
Sistema de aquisição e armazenamento
de dados
Notas:
- Todas as cotas devem ser confirmadas no local
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1st Frequency versus Temperature
4.2
4.1
4.0
3.9
3.8
3.7
3.6
3.5
Estimated
Model
98% CI
Series4
Date
Apr-07
Feb-07
Estimated
Model
98% CI
Upper CI
Oct-06
Aug-06
Jun-06
Date
Apr-06
Feb-06
Feb-05
4.2
4.1
4.0
3.9
3.8
3.7
3.6
3.5
Dec-05
Confidence Intevals
Dec-06
35
Oct-05
30
Aug-05
15
20
25
Temperature [ºC]
Jun-05
10
Apr-05
5
Frequency [Hz]
Frequency [Hz]
Dynamic Monitoring System (II)
Full Building Analysis
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1
Full model with 135.000 dof6
Modal superposition
Non-linear with equivalent
static loading
Deformed
Nó 21747 Torremesh
1.3
25.49
1.2
22.60
1.1
16.11
Factor de Carga
1.0
11.36
0.9
0.8
0.7
4.71
0.6
3.48
0.5
2.48
0.4
0.3
0.2
0.1
0.0
0.00
1.34
0.87
0.43
5.00
10.00
15.00
20.00
Deslocamento
z (cm)
Institute for Sustainability and Innovation
in Structural
Engineering
25.00
Load-displacement diagram
30.00
Details
Nave Analysis
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1
7
2.5
2.0
Load Factor
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Non-linear Analysis:
Loading = Self-weight
ft = 0
fc, masonry = 6 N/mm2
fc, infill = 1 N/mm2
1.5
1.0
Column
0.5
Vault key
0.0
0.00
0.10
0.20
0.30
Vertical displacement (m)
Load displacement diagram
Incremental deformed mesh
Transept Analysis
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1
8
1.8
1.6
Load Factor
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1.4
1.2
1
0.8
0.6
0.4
0.2
0
0
0.05
0.1
0.15
0.2
0.25
0.3
Vertical displacement (m)
Incremental deformed mesh
Load-displacement diagram
Max.
principal
strains
Min.
principal
stresses
Laboratory Testing
Stone and masonry testing
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Model for Dynamic Analysis
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2
0
3D beam element model
Calibration of the model – Dynamic identification
Results
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Seismic action vs. horizontal
displacement envelop for different nodes
Example of column response in
Institute analysis
for Sustainability and Innovation in Structural Engineering
dynamic
Example of collapse mechanism
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Rz [kN]
5000 yrp earthquake
0
-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000
-4500
Norte (nó 3633)
Sul (nó 3651)
0
2
4
6
8
10
12
14
16
18
20
tempo (s)
Vertical reaction in the columns
General view of the failure
mechanism
Failure mode for the church
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Virtual Collapse
Mechanisms
Vertical loading
North façade
South façade
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Possible Strengthening Measures
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2
4
1: Pre-stress the columns
2: Load transfer
3: Increase column strength
Case Study
Monastery of
Jerónimos,
Lisbon, Portugal
Paulo B. Lourenço
[email protected]
www.civil.uminho.pt/masonry

THE MONASTERY of JERONIMOS, LISBON, PORTUGAL

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