Int. J. Materials and Structural Integrity, Vol. 5, Nos. 2/3, 2011
215
Safety assessment of the Sanctuary of Vicoforte, Italy
Takayoshi Aoki*
Graduate School of Design and Architecture,
Nagoya City University,
2-1-10 Kitachikusa, Chikusa-ku,
Nagoya-shi, Aichi 464-0083, Japan
E-mail:
[email protected]
*Corresponding author
Noboru Yuasa
Department of Architectural Engineering,
Nihon University,
1-2-1 Izumi-cho, Narashino-shi,
Chiba 275-8575, Japan
E-mail:
[email protected]
Hitoshi Hamasaki
Department of Building Materials and Components,
Building Research Institute,
1 Tachihara, Tsukuba-shi,
Ibaraki 305-0802, Japan
E-mail:
[email protected]
Yoshiaki Nakano and Noriyuki Takahashi
Institute of Industrial Science,
The University of Tokyo,
4-6-1 Komaba, Meguro-Ku,
Tokyo 153-8505, Japan
E-mail:
[email protected]
E-mail:
[email protected]
Yasuo Tanigawa
Mie Prefecture Testing Centre for Construction Materials,
1095 Nakahamakakiuchi, Kumozunagatsune-cho,
Tsu-shi, Mie 514-0303, Japan
E-mail:
[email protected]
Copyright © 2011 Inderscience Enterprises Ltd.
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T. Aoki et al.
Tatsuhito Komiyama and Tomoyuki Ina
Constec Engineering Co., Ltd.,
2-3-14 Tokiwa-machi, Chuou-ku,
Oosaka-shi, Osaka 540-0028, Japan
E-mail:
[email protected]
E-mail:
[email protected]
Donato Sabia and
Giacomo Vincenzo Demarie
Department of Structural and Geotechnical Engineering,
Turin Polytechnic,
24 Corso Duca degli Abruzzi, Turin 10129, Italy
E-mail:
[email protected]
E-mail:
[email protected]
Abstract: In order to evaluate safety assessment of the Sanctuary of Vicoforte,
Italy, a series of non-destructive tests were carried out for diagnostic inspection
of its deterioration. Delamination of stone finishing and fresco painting were
detected. Dynamic ambient vibration test was carried out and the relevant
modes of vibration were identified resorting to the stochastic subspace
identification method. The first two natural frequencies of the Sanctuary of
Vicoforte were estimated to be about 1.93 Hz and 2.07 Hz in East-West and
North-South directions, respectively. Therefore, the dome seems to be
vulnerable to severe earthquakes characteristic of the local seismicity such as
we experienced in recent years.
Keywords: Sanctuary of Vicoforte; elliptical masonry dome; diagnostic
inspection; deterioration; brick; material tests; compressive strength; Young’s
modulus; dynamic ambient vibration test; stochastic subspace identification;
natural frequency; mode shape; safety assessment; Italy; non-destructive test.
Reference to this paper should be made as follows: Aoki, T., Yuasa, N.,
Hamasaki, H., Nakano, Y., Takahashi, N., Tanigawa, Y., Komiyama, T.,
Ina, T., Sabia, D. and Demarie, G.V. (2011) ‘Safety assessment of the
Sanctuary of Vicoforte, Italy’, Int. J. Materials and Structural Integrity, Vol. 5,
Nos. 2/3, pp.215–240.
Biographical notes: Takayoshi Aoki is a Professor of the Graduate School of
Design and Architecture, Nagoya City University. He obtained his Bachelor’s
degree in Engineering from Toyohashi University of Technology in 1984,
Masters degree in Engineering from Toyohashi University of Technology in
1986, and PhD in Engineering from The University of Tokyo in 1991. His
research interests are field investigation, dynamic identification, structural
analyses and structural safety assessment on cultural heritage. He is the
Principal Investigator on research projects leading researchers with wide
variety of interests from different universities and institutes. Currently,
he is in the editorial board of International Journal of Architectural Heritage
and a member of the L’Aquila earthquake’s delegation from the Japanese
Government.
Safety assessment of the Sanctuary of Vicoforte, Italy
Noboru Yuasa is a Professor of Nihon University. He obtained his Bachelor’s
degree in Engineering from Hokkaido University in 1988, Masters degree in
Engineering from Tokyo Institute of Technology in 1990, and PhD in
Engineering from Nihon University in 1998. His research interests are surface
layer concrete, field investigation of building and non- and mini-destructive
testing methods for concrete structure.
Hitoshi Hamasaki is a Senior Research Scientist of Building Research Institute.
He obtained his Bachelor’s degree in Engineering from Kyushu University in
1993, Masters degree in Engineering from Kyushu University in 1995, and
PhD in Engineering from Kyushu University in 2005. His research interests are
non-destructive test, diagnosis of deterioration, repair methods of buildings and
so on. Especially, his specialised research field is evaluation of various
properties of concrete, such as strength, setting process, by using transversal
ultrasonic wave. He has ever participated the investigation in Italy, so
investigated to preserve and restoration of historical masonry and reinforced
concrete buildings.
Yoshiaki Nakano is a Professor of Institute of Industrial Science,
The University of Tokyo. He received his Bachelor’s degree, Masters degree,
and PhD in Engineering from The University of Tokyo in 1984, 1986, and
1989, respectively. His major research fields include seismic capacity
evaluation, seismic safety assessment and rehabilitation, and post-earthquake
damage evaluation of RC and masonry building structures. He has served as
the Team Leader for the post-earthquake reconnaissance efforts following
major events. He also has served as the Chair or Vice-chair of review
committees on seismic evaluation and/or rehabilitation of seismically
vulnerable buildings.
Noriyuki Takahashi is a Research Associate at the Institute of Industrial
Science, The University of Tokyo. He obtained his Bachelor’s degree in
Engineering from The University of Tokyo in 2000, Masters degree in
Engineering from The University of Tokyo in 2002, and PhD in Engineering
from The University of Tokyo in 2005 with the thesis of ‘Lifecycle seismic
reparability performance of R/C buildings’. His research interests are
performance based design of RC building structures, life-cycle loss estimation
of sustainable buildings, and field investigation of earthquake damaged areas.
He has been an active member of Architectural Institute of Japan, Earthquake
Engineering Research Institute in the USA, Japan Association for Earthquake
Engineering, and Japan Concrete Institute.
Yasuo Tanigawa is a Professor Emeritus of Nagoya University and the Head of
Mie Prefecture Testing Centre for Construction Materials. He obtained his
Bachelor’s degree in Engineering from Osaka University in 1964, Masters
degree in Engineering from Osaka University in 1966, and PhD in Engineering
from Osaka University in 1974. He was a Professor of Mie University in 1981,
Nagoya University in 1990 and of Meijo University in 2004. His research
interests are non-destructive testing methods of concrete structure and cultural
heritage, mechanical properties of various concretes, intelligent concrete, and
flow analysis of fresh concrete.
Tatsuhito Komiyama is a Registered Consulting Engineer, and an Executive
Manager of Constec Engineering Co., Ltd. He obtained his Bachelor’s degree
in Engineering from Kyoto University in 1987 and PhD in Engineering from
Nagoya University in 1997. His major research interests include infrared
thermography, impact echo testing, ultrasonic testing, electromagnetic testing,
and other instrumental NDT.
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T. Aoki et al.
Tomoyuki Ina is an Assistant-Section Chief of Engineering Department of
Constec Engineering Co., Ltd. He obtained his Bachelor’s degree in
Engineering and Masters degree in Engineering from Utsunomiya University in
1998 and 2000, respectively. His specialised field is durability assessment of
buildings with using non-destructive and destructive testing methods. He also
designs repairing and strengthen methods for deteriorated structures including
listed buildings. He has been a member of the assessment committee of the
public structural object quality competition hosted by Ministry of Land,
Infrastructure and Transport Kinki regional Development Bureau from 2005 to
2008.
Donato Sabia is an Associate Professor of Structural Engineering, Faculty of
Architecture at the Politecnico di Torino since 2000. His research interests are
related to structural diagnosis, experimental modal analysis and structural
identification of linear and non-linear systems, model updating, seismic
vulnerability of structures, structural safety of masonry arch bridges, structural
control and monitoring. He is the author or co-author of about 80 scientific
articles, published on international conference proceedings and important
scientific journals. He is a member of the Italian Earthquake Engineering
Association, the scientific committee of the Damage Assessment of Structures
(DAMAS) International Conference. He is a coordinator of several research
projects with public agencies (ANAS and Province of Turin) on structural
control and monitoring.
Giacomo Vincenzo Demarie is a Research Fellow of the First Faculty of
Engineering at Politecnico di Torino. He obtained his Masters degree in Civil
Engineering in 2001 and PhD in Structural Engineering from Politecnico
di Torino in 2006. His research interests are structural dynamics and earthquake
engineering, system identification and experimental in-situ and in laboratory
investigation. He has been involved in many Italian research projects. He is a
member of the Italian Earthquake Engineering Association.
1
Introduction
The elliptical masonry dome of the Sanctuary of Vicoforte located near Mondovì in
Northwest Italy was built in 1731 as religious monument. It became one of the most
important buildings representing the period, city, style, and culture (Figure 1). The major
and minor axes of the dome are 37.15 m and 24.80 m respectively and it is the largest of
its kind. The height of the sanctuary is about 84 m. Unfortunately, however, the stability
of the sanctuary is now threatened by progressive fractures due to aging and chemical
degradation of materials, the static and dynamic effects by dead loads and ambient
actions, differential settlement of foundations and so on. The higher the historic value of
structures is the more prohibitive core extraction and other partially destructive tests
become. Therefore, for the maintenance and repair of the sanctuary, non-destructive static
and dynamic tests became the only way to get a reliable material characterisation and the
evaluation of the actual structural behaviour.
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Safety assessment of the Sanctuary of Vicoforte, Italy
Figure 1
The Sanctuary of Vicoforte, (a) external view (b) internal view (see online version
for colours)
(a)
(b)
The project relating to monitoring, rehabilitation and structural strengthening was started
in 1976 (Pizzetti and Fea, 1988; Chiorino et al., 1993). Then the five-year research
project named ‘Vicoforte 2002–2006’ started in January 2002, aiming to control the
structural stability of the monument and to establish the correct criteria for its future
maintenance and restoration. Based on the experience acquired in the experimental
investigation of Hagia Sophia in Istanbul, Turkey (Aoki et al., 1992, 1997, 2000), in
order to contribute to this research project six objectives have been set as follows:
1
diagnostic inspection of deterioration by means of non-destructive tests
(Aoki et al., 2004a)
2
investigation of the mechanical continuity of the three sets of annular iron ties
embedded at the base of the main dome by architect Francesco Gallo in 1734
3
estimation of compressive strength and Young’s modulus of the brick and the mortar
(Aoki et al., 2004a)
4
identification of fundamental frequencies and mode shapes by ambient vibrations
5
interpretation of the static and dynamic behaviours of the dome and of the
monuments by means of finite element three-dimensional elastic-plastic analyses
and also considering the information about the soil foundations layers
(Aoki et al., 2003, 2004b; Chiorino et al., 2008)
6
proposals for structural conservation and restoration.
In this paper, the results obtained from the above objectives one to four are discussed
from a view point of its safety assessment.
2
The Sanctuary of Vicoforte
Carlo Emanuele I of Savoia (1562–1630) gave the order to build a sanctuary to
Ascanio Vitozzi (1539–1615). The construction was started in 1596 and it should have
become the official mausoleum of the dynasty. Due to an inadequate choice of the site,
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T. Aoki et al.
1/3rd on consistent marl in the north-east side and the remaining 2/3rd on compressible
clay-silt layers of variable thickness up to 3.5 m, large differential settlements took place.
The construction at an elevation of 10 m height was abandoned at the end of
16th century. However, the drainage works in the clay layers continued during the first
part of 17th century.
Figure 2
Crack pattern in the dome and the drum, (a) West side (b) North side
(a)
Figure 3
(b)
Original iron circular ring and modern post-tensioning ring strengthening system,
(a) position of tension ring (b) joint of original ring (see online version for colours)
(a)
(b)
Safety assessment of the Sanctuary of Vicoforte, Italy
Figure 4
221
Monitoring system data charts, (a) crack width variations (b) pulling force applied by
circulate bars (c) height variation over time of two points at floor level and at the impost
of the dome
(a)
(b)
(c)
Source: Chiorino et al. (2008)
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T. Aoki et al.
The construction started again in 1701 after compensation of settlements at the base of
the drum under the guidance of architect Francesco Gallo (1672–1750) who realised the
baroque dome. Differential settlements developed again due to the weight of the
complete structure and cracking of the dome and the drum started developing and
progressively increased (Figure 2). In 1985 to 1987, a strengthening of the dome was
realised consisting of 14 groups of post-tensioned tangential ties. Each group made up of
four superimposed Dywidag 32 mm bars of high-strength steel (Figure 3). The force in
the tie-bars may be regulated at any time by jacks and the stress is constantly monitored
by load cells. No substantial increases in the crack widths were observed afterwards
(Figure 4).
3
Safety assessment of the sanctuary by non-destructive static tests
3.1 Non-destructive inspection of cracks and delamination of stone finishing
and fresco painting by using infrared thermography
Deterioration of the stone finishing and fresco painting such as cracks and delaminations
were detected by infrared thermography. Delaminations of stone finishing at façade are
seen in Figure 5. The state of delamination of stone finishing is very dangerous. One year
later of this investigation, some peaces of stone finishing were fallen down and a repair
work was continued during the following years.
The active hearting infrared thermography method was applied for the detection of
delamination and/or water leakage of fresco painting. Figure 6(a) shows delamination of
fresco painting in the northwest chapel. Delaminations of fresco painting of the main
dome at both north and west sides are shown in Figures 6(a) to 6(e).
Figure 5
Delamination of stone finishing at façade, (a) infrared image (b) visual image
(c) infrared image (d) visual image (e) integrated infrared and visual images
(see online version for colours)
(a)
(b)
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Safety assessment of the Sanctuary of Vicoforte, Italy
Figure 5
Delamination of stone finishing at façade, (a) infrared image (b) visual image
(c) infrared image (d) visual image (e) integrated infrared and visual images (continued)
(see online version for colours)
(c)
(d)
(e)
Figure 6
Delamination of fresco painting in the chapel and the main dome, (a) integrated infrared
and visual images in the chapel (b) visual image at north side (c) infrared image at north
side (d) visual image at west side (e) infrared image at west side (see online version
for colours)
(a)
224
Figure 6
T. Aoki et al.
Delamination of fresco painting in the chapel and the main dome, (a) integrated infrared
and visual images in the chapel (b) visual image at north side (c) infrared image at north
side (d) visual image at west side (e) infrared image at west side (continued) (see online
version for colours)
(b)
(c)
(d)
(e)
Delamination of stone finishing and fresco painting is dangerous from the view point of
safety assessment related to non-structural members.
3.2 Subsidence of ground level and cornice levels and inclination of buttress
piers by level survey and 3D laser scanning
The measurement of subsidence of ground level and dome cornice level verifies that
there is a little difference between the measured values and those measured by
Eng. Garro from 1935 to 1945 (Figure 7) (Garro, 1962). The subsidence is bigger in the
north-western direction, and differential settlement occurs towards this direction. This
tendency corresponds to the occurrence of the enormous crack of the wall surface as well
(Figure 2). The result of level survey is accordance well with the construction history of
the sanctuary as mentioned above in Section 2.
Safety assessment of the Sanctuary of Vicoforte, Italy
Figure 7
225
Level survey (see online version for colours)
Figure 8 shows the inclination of the buttress piers obtained from 3D laser scanning. All
buttress piers incline towards north-western direction due to subsidence.
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Figure 8
T. Aoki et al.
(a) Inclination of buttresses from south (b) inclination of buttresses from north
(c) inclination of buttress piers obtained from 3D laser scanning (see online version
for colours)
(a)
(b)
(c)
Safety assessment of the Sanctuary of Vicoforte, Italy
227
3.3 Detection of discontinuity of circular ring by using elastic wave
There are three sets of iron ties embedded at the base of the main dome by Eng. Gallo in
1734 (Figure 3). Figure 3(b) shows the detail of the original iron circular ring. The main
dome is restricted by several iron rings; the original and the strengthening post-tensioning
ones. The discontinuity of these rings may cause serious instability of the main dome.
Therefore, a non-destructive testing aiming the detection of the discontinuity of the
circular ring was carried out. The position of the ring tested is shown in Figure 3(a).
A bar and hammer were used in order to give a strong pulse wave into the circular
ring and the elastic wave transmitting through the ring was received by dry coupling
sensors. If a discontinuity of the ring was detected, the location of the defects must be
determined. Therefore, the test was done in short ranges shown in Figure 9(a).
The velocity around 4,000 m/s of the elastic wave transmitted through the circular
ring was detected at every measurement point. Therefore the discontinuity of the ring is
estimated to not exist. The sample of elastic waves received by the sensors is shown in
Figure 9(b).
It is interesting to note that the iron reinforcements embedded at the base of the dome
of San Pietro in Rome have been broken.
Figure 9
Measurement of elastic wave, (a) measurement points of elastic wave
(b) sample of elastic waves received by the sensors (see online version for colours)
(a)
228
Figure 9
T. Aoki et al.
Measurement of elastic wave, (a) measurement points of elastic wave
(b) sample of elastic waves received by the sensors (continued) (see online version
for colours)
(b)
3.4 Compressive strength and Young’s modulus of the brick
In order to estimate the compressive strength and Young’s modulus of the brick and the
mortar, both scratch tester and Windsor Pin System are applied (Yuasa et al., 2003;
Rodio SpA, 1983). The scratch tester measures the width of scratch and Windsor Pin
System uses the penetration resistance defined as micrometer reading, in other words 1
inch minus penetration depth.
Compression test of small sample for the brick and the mortar is necessary to
estimate their compressive strength. The dimension of the brick specimen is about
φ33 mm × 50 mm. The number of specimens is three for each measurement. The
compressive strength test is carried out according to JIS A 1108.
Results of laboratory tests of the brick are shown in Figure 10. Figure 10(a)
shows the relationship between the width of scratch and the penetration resistance.
Figures 10(a) and 10(c) show the relationship between compressive strength and the
width of scratch and the penetration resistance. As the width of scratch becomes larger,
compressive strength becomes lower. On the other hand, as the penetration resistance
becomes larger, compressive strength becomes higher. The relationship between
compressive strength and Young’s modulus is shown in Figure 10(d). As the compressive
strength becomes higher, Young’s modulus also increases proportionally. Judging from
these figures, it is verified that there is a good correlation among the outcomes of the
tests.
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Safety assessment of the Sanctuary of Vicoforte, Italy
Figure 10 Compressive strength and Young’s modulus of the brick, (a) relationship between
width of scratch and penetration resistance (b) relationship between compressive
strength and width of scratch (c) relationship between compressive strength and
penetration resistance (d) relationship between compressive strength and
Young’s modulus
4
(a)
(b)
(c)
(d)
Safety assessment of the sanctuary by non-destructive dynamic test
4.1 Dynamic tests
In order to characterise the dynamic behaviour of the Sanctuary of Vicoforte, ambient
vibration was measured. Six different measurement setups were set and each setup
designed to investigate expected specific features of the global structural dynamic
behaviour. All the setups are listed in Table 1 and illustrated in Figure 11: here,
‘North-South direction (N-S)’ and ‘East-West direction (E-W)’ were assumed to be the
major and the minor axes of the elliptical dome, respectively. Sampling frequency was
100 Hz and record duration was 300 seconds. Time history was obtained through the
low-pass filter of 30 Hz.
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Table 1
T. Aoki et al.
Measurement setups and sensor’s position
Setup
Level
Position
Direction
Objective
Vico 1
1
N, S, E, W
N-S, E-W, up-down
Rocking behaviour
Vico 2
2nd cornice
N, S, E, W
N-S, E-W, up-down
Drum mode shapes
Vico 3
Basement
N
N-S, E-W, up-down
Swaying behaviour
1
N
N-S, E-W, up-down
1
S, E, W
Up-down
1
S
N-S, E-W, up-down
2
S
N-S, E-W
Vico 4
Vico 5
Vico 6
1
S
N-S, E-W, up-down
1st cornice
S
N-S, E-W, up-down
2nd cornice
S
N-S, E-W, up-down
Dome attic
S
N-S, E-W, up-down
Lantern cornice
S
N-S, E-W, up-down
Ground
W
N-S, E-W, up-down
Figure 11 Measurement setups
Outer structure
Drum and dome
mode shapes
Soil foundation
natural frequencies
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Safety assessment of the Sanctuary of Vicoforte, Italy
4.2 Preliminary dynamic characterisation
On the basis of the Fourier spectra of the measured signals, a preliminary identification of
the structural modal properties was performed. This stage produces a first insight on the
frequency band of interest and on the relevant features of the measured vibration signals.
The natural frequencies were chosen among the peaks of the spectra and the
corresponding deformed shapes were detected by band-pass filtering around a natural
frequency and evaluating the signal phase differences among the sensors. Figure 12
shows an example of the Fourier spectra of the horizontal motion acquired at the
2nd cornice level (setup ‘Vico 2’).
Figure 12 Fourier spectra of the horizontal micro-tremors (setup ‘Vico 2’), (a) E-W direction
(b) N-S direction
(a)
(b)
From the vertical signal acquired through setup ‘Vico 1’ allowed for detecting some
rocking behaviour since micro-tremors of up-down direction often shows inverse phase
between the North-East and the South-West sides; on the contrary, micro-tremor of
horizontal direction shows almost the same phase.
From the horizontal signal acquired through the ‘Vico 2’ setup, the first natural
frequencies in E-W and N-S directions are 1.95 Hz and 2.11 Hz, respectively (Figure 12).
Higher natural frequencies are not so sharp and their identification is more uncertain. The
deformed shapes at the 2nd cornice level are depicted in Figure 13: the first natural
frequency in E-W direction indicates a translational mode, while in N-S direction a
stretching behaviour is the relevant feature of the deformed shape. At higher peak
frequencies, possibly related to higher modes of vibration, the mode shapes are
characterised by a predominant translation component in N-S direction and by rotation
and stretching in E-W direction.
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T. Aoki et al.
Figure 13 Mode shapes at 2nd cornice level (setup ‘Vico 2’)
For the detection of the higher natural frequencies, the ratio between the Fourier
spectra of the signal acquired at different positions with those related to the signals at
Level 1 have been calculated. Figure 14(a) shows the ratio between the horizontal
signals Fourier spectra acquired respectively at the basement and Level 1 (setup
‘Vico 3’). They reveal that the structure and foundation behaves almost as one unit
without amplification in N-S direction and with a little bit amplification in E-W direction.
From the Fourier spectrum ratio of Level 2/Level 1 it is possible to identify that the
natural frequencies of the ensemble outer structure-drum structure are determined to be
4.47 Hz and 4.69 Hz in E-W and N-S directions, respectively [Figure 14(b)]. The ratios
between the Fourier spectra of each of the signals acquired through the ‘Vico 5’ setup
and that of Level 1 confirm that the first natural frequency in N-S direction is 2.11 Hz,
while in E-W direction it is comprised in 1.95 to 2.10 Hz interval [Figure 14(c)]. The data
acquired through the ‘Vico 5’ setup allowed for the estimation of the mode shapes in the
vertical plane as represented in Figure 15. In particular, the first mode in the
E-W direction has a deformed shape that does not show any significant modal
displacement below the 1st cornice; this feature reveals the effect of outer structure
surrounding the dome and drum structure as an effective constraint for the vibration in
E-W direction.
Safety assessment of the Sanctuary of Vicoforte, Italy
Figure 14 Fourier spectrum ratio, (a) Level 1/basement level, (b) Level 2/Level 1,
(c) setup ‘Vico 5’ levels/Level 1
(a)
(b)
(c)
233
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T. Aoki et al.
Figure 15 Mode shapes (vertical plane)
4.3 Evaluation of natural frequencies, damping factors and mode shapes by
stochastic subspace identification
Assuming the signals to be locally stationary (Hammond and White, 1996), by
subdividing the signals into partly overlapping segments it becomes possible to work out
time histories that satisfy the stationary requirement, as well as to obtain a greater
quantity of measurements on which to perform averaging operations on the results
obtained. In this section, the obtained time history data were divided into time windows
of duration 20 seconds with 16 seconds overlap.
The dynamic identification of such a complex structure requires the use of more
sophisticated techniques; in this case the Subspace Identification method (Van Overschee
and De Moor, 1993, 1994, 1996) was applied. Only the horizontal components of the
signals acquired through ‘Vico 2’ and ‘Vico 5’ setups (Figure 11) were considered. This
choice allows to consider in the identification process the component of motion which
possibly affect much more the deformed shapes of the first modes of vibration
(Figures 11 and 12). A distributed spatial characterisation of the mode shapes can be
determined from the combination of the identified mode shapes separately obtained from
the two setups.
The identification was carried out by determining the state-space representation
matrices with the aid of the N4SID identification algorithm (Van Overschee and
De Moor, 1994; Ljiung, 1999, 2009) which implements the subspace stochastic
identification method. The stochastic subspace identification algorithm requires the order
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Safety assessment of the Sanctuary of Vicoforte, Italy
of the state representation to be satisfied, i.e., the number of states necessary to
approximate the vibration measured. Based on all the available acquisitions, the optimal
order for state-space representation was determined to be 14 here.
The distribution of the natural frequencies of the Sanctuary of Vicoforte relating to
vibration modes with damping factor <15% is shown in Figure 16; here frequency range
is between 0 and 10 Hz. This histogram makes it possible to identify some natural
frequency values which on account of their being characterised by a higher occurrence
level indicated by arrows in this figure. They are regarded as the most probable values of
the natural frequencies of the structure.
Figure 16 Distribution of identified natural frequencies
The second step consisted of evaluating the vibration modes identified on the basis of the
frequency values associated with each one. The identified vibration modes were regarded
as possible structural vibration modes if their frequencies came close to one of the most
probable values identified at the previous stage. The most probable frequency values
were defined on the basis of the histogram shown in Figure 16 and are given in Table 2.
Table 2
Mode
1
2
3
4
5
6
7
Limit values of the probable structural natural frequencies
fmin (Hz)
fmax (Hz)
1.88
2.03
2.75
3.45
4.40
5.70
6.90
1.98
2.13
2.90
3.90
4.75
6.30
7.50
Groups of possible vibration modes of the structure, having a damping value <15% and a
frequency in the around of the respective most probable value, were determined from the
set of modes identified. The frequency and modal damping values of the structure were
determined as the mean of the values corresponding to vibration modes characterised by
mutually similar mode shapes. The mode shapes of the ith and jth modes are deemed
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T. Aoki et al.
similar if their modal assurance criterion (MAC) coefficient is greater than a
predetermined threshold which in this case is assumed to be 0.90.
At the end of the selection process, the vibration modes identified are grouped not
only as a function of frequency but also as a function of the corresponding mode shape.
The natural frequencies and damping values and the components of the mode shapes of
the structure are determined as the mean of the values of all the modes belonging to a
given group.
Finally, a description of mode shapes in space was obtained by correlating the mode
shapes relating to the ‘Vico 2’ and ‘Vico 5’ configurations on the basis of common
channels. Table 3 gives the natural frequencies and damping values of the vibration
modes of the structure and their corresponding mode shapes are shown in Figure 17.
Table 3
Natural frequencies and damping factors
Mode
f (Hz)
ξ (%)
Type
1
2
3
4
5
6
7
1.93
2.07
2.84
3.60
4.56
5.70
6.90
4.89
3.45
0.61
2.51
1.06
6.30
7.50
1st flexural, direction E-W
1st flexural, direction N-S
1st torsion
1st ovalisation
2nd flexural, direction E-W
3rd flexural, direction E-W
2nd ovalisation (skew)
Figure 17 Mode shapes identified by stochastic subspace identification, (a) Mode 1, 1st bending
E-W direction (b) Mode 2, 1st bending N-S direction (c) Mode 3, 1st torsion
(d) Mode 7, 2nd ovalisation (skew)
(a)
Safety assessment of the Sanctuary of Vicoforte, Italy
237
Figure 17 Mode shapes identified by stochastic subspace identification, (a) Mode 1, 1st bending
E-W direction (b) Mode 2, 1st bending N-S direction (c) Mode 3, 1st torsion
(d) Mode 7, 2nd ovalisation (skew) (continued)
(b)
(c)
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Figure 17 Mode shapes identified by stochastic subspace identification, (a) Mode 1, 1st bending
E-W direction (b) Mode 2, 1st bending N-S direction (c) Mode 3, 1st torsion
(d) Mode 7, 2nd ovalisation (skew) (continued)
(d)
5
Concluding remarks
This paper describes the non-destructive static and dynamic tests performed on the
Sanctuary of Vicoforte. The following concluding remarks were obtained.
1
The state of delamination of stone finishing has been very dangerous when the
infrared thermography investigation was applied and a repair work was done. A lot
of delaminations of fresco painting were detected at the dome cornice level and at
chapels. From the view point of safety assessment related to non-structural members,
some measures should be taken against delamination.
2
There is a little difference between the measured values and those measured by
Eng. Garro from 1935 to 1945. Substantial increases of subsidence were not
observed.
3
From the elastic wave transmitted through the circular ring at every measurement
point, the first set of iron ties is continuous. The second and third sets of iron ties are
continuous in the south side of the main dome.
4
From the results of material tests of the brick, there is a good correlation among
compressive strength and the scratched width and the penetration resistance.
Safety assessment of the Sanctuary of Vicoforte, Italy
239
5
The two fundamental modes of vibration determined through a preliminary analysis
are consistent with the corresponding modes identified by the stochastic subspace
identification algorithm. This result denotes the good quality of the acquired
experimental data and points out the significance of the measurement positions. In
fact these positions have proven to be able to catch the dynamics of the sanctuary
and allow for a spatial description of the mode shapes on an exclusively
experimental basis. The static expansion through a finite element model gives a
further confirmation of the identified mode shape feasibility.
6
The statistic distribution of the frequencies identified through the stochastic subspace
method leads to an unequivocal detection of the structural natural frequencies as
being characterised by sharp peaks in Figure 16.
The positive outcome of the identification allows for further steps in the dynamic
characterisation of the Sanctuary of Vicoforte, as model updating, damage detection and
localisation. The seismic assessment is particularly important since the first two natural
frequencies fall into the maximum earthquake acceleration frequency range characteristic
of the Italian seismicity.
Acknowledgements
The authors wish to express their gratitude for the generous understanding and
cooperation of Professor Chiorino at Politecnico di Torino, the Rector and the staff of the
Sanctuary of Vicoforte and Architect Martino. The financial support was offered by
Japan Society for the Promotion of Science (JSPS) for Grants-in-Aid for Scientific
Research 2002–2003 (Researcher Number: 10202467), 2006–2008 (18254004), 2010
(22254005) and The Heiwa Nakajima Foundation.
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