Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring
Real-time seismic vulnerability assessment of a high rise RC
building using field monitoring data Istanbul, August 24-29, 2014
Sotiria Karapetrou Maria Manakou Despoina Lamprou Sofia Kotsiri
Kyriazis Pitilakis Aristotle University of Thessaloniki
Slide 2
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 2 Aim
of this study: real-time seismic vulnerability assessment of RC
building using field monitoring data reflecting the actual state of
the structure (degradation due to time, possible pre-existing
damage, changes in geometry and mass distribution etc.) EU project
REAKT (Strategies and Tools for Real Time EArthquake RisK
ReducTion): Rapid post-earthquake assessment of buildings based on
field monitoring data Target structure: high-rise RC hospital
building in Thessaloniki Introduction
Slide 3
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 3
Methodological framework Fragility assessment of buildings using
field monitoring data Finite element modeling (FEM) Operational
modal analysis (OMA) Evaluation of MAC values Comparison between
numerical and experimental modes Finite element model updating
Sensitivity in material properties Selection of the best FE model
Nonlinear incremental dynamic analysis Derivation of real time
fragility curves
Slide 4
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 4
Description of the hospital building in Thessaloniki AHEPA Hospital
complex Target building Target building: high-rise (8-storey) RC
infilled MRF structure designed with low seismic code level
(SYNER-G taxonomy). It hosts both administration and
hospitalization activities. It is composed of two adjacent tall
building units that are connected with a structural joint The
foundation consists of simple footings without tie-beams combined
partially with a raft foundation.
Slide 5
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 5 RC
buildingsTotal mass (t)f c (MPa)f y (MPa)f m (MPa) UNIT
13719.014.0220.0 and 500.03.0 UNIT 23112.014.0220.0 and 500.03.0
Description of the hospital building
Slide 6
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 6
Temporary instrumentation array 36 triaxial seismometers: Mark
short-period seismometers (L4C-3D, 1Hz natural frequency) EarthData
recorders EDL (PR6-24) February 2013: ambient noise measurements
(AUTH, GFZ) North South (NS) longitudinal direction of the
structure NS 4 hour recordings Sampling rate 500Hz 4 stations at
each floor installed along the middle corridor of the building near
and far the structural joint. UNIT 1UNIT 2 Basement UNIT 1 UNIT 2
4th floor UNIT 1UNIT 2 Top floor
Slide 7
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring UNIT
1UNIT 2 Basement 7 Temporary instrumentation array Section A-A
Structural joint between the building UNITS UNIT 1 UNIT 2 AAA
Slide 8
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 8
System identification and Operational modal analysis () MACEC 3.2
software (Reynders et al. 2011) OMA for the two adjacent building
units separately (UNIT 1 and UNIT 2) and for the entire hospital
building analyzed as one (BUILDING). Grid of the models: the
defined nodes correspond to the nodes that are measured.
Non-parametric and parametric identification techniques are
applied. Non-parametric: Frequency Domain Decomposition FDD
(Brincker et al. 2001) Parametric: Stochastic Subspace
Identification SSI (Van Overschee and De Moor 1996)
Slide 9
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 9
System identification and Operational modal analysis Frequency
Domain Decomposition FDD Singular values Stochastic Subspace
Identification SSI Stabilization diagrams
Slide 10
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 10
ModeMode type UNIT 1UNIT 2BUILDING FDD (Hz) SSI (Hz, %) FDD (Hz)
SSI (Hz, %) FDD (Hz) SSI (Hz, %) 1 Coupled translational 1.65
0.81.65 0.91.65 0.8 2 Coupled translational 1.901.911.31.91 1.11.91
0.8 3Torsional2.33 3.62.352.333.52.352.333.2 41 st
Longitudinal3.503.475.43.583.525.83.583.516.4 52 nd
Longitudinal5.205.153.05.225.161.15.205.152.1 Modal identification
results for UNIT 1, UNIT 2 and BUILDING estimated using parametric
(SSI) and non-parametric (FDD) identification techniques System
identification and Operational modal analysis
Slide 11
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 11
Finite element model updating Initial elastic numerical model of
the building units: based on the design and documentation plans
provided by the Technical Service of the hospital. numerical
modeling conducted in OpenSees (Mazzoni et al. 2009) separately for
UNIT 1 and UNIT 2 Elastic beam-column elements to model the RC
elements (beam and columns) Elastic truss elements to model the
masonry infills: double strut model to represent the in plane
behavior of the infill panel. Fixed base conditions are assumed for
both building units
Slide 12
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 12
Finite element model updating Masonry compressive strength values
calculated based on the mean and standard deviation values of the
normal distribution adopted with: Sensitivity parameter:
compressive strength of the masonry infill f m Normal distribution
for f m (Mosalam et al. 1997) mean value =3MPa covariance COV=20%
-3s f m +3s, s: standard deviation Elastic modulus in compression
of masonry infills computed based on compressive strength: E m =
1000f m (Paulay and Priestley 1992)
Slide 13
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 13
Finite element model updating Selection of the best model based on
MAC values (MAC>0.8) E mlong1 = 3GPa (fm==3MPa) E mlong2 =1.8GPa
(fm=-2=1.8MPa) E mtransv1 =3GPa (fm= =3MPa) E mtransv2 =4.8GPa
(fm=+3=4.8MPa) Evaluation of modal assurance criterion MAC values
regarding the correlation between numerical and experimental modes
and the selection of the best updated model j eigenvector j from
numerical model Ei eigenvector i from field monitoring test E
mlong1 E mtransv1 E mlong1 E mlong2 E mtransv2 E mtransv1 Optimal
scenario
Slide 14
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 14
Finite element model updating UNIT 1 Initial FEM T (sec)/f(Hz) Mode
shape of updated FEM T (sec)/f(Hz) Mode shape of experimental model
T(sec)/f(Hz) MAC Coupled translational T 1 =0.69sec/f 1 =1.46Hz
0.96 T 1 =0.64sec/f 1 =1.56HzT 1 =0.61sec/f 1 =1.65Hz Coupled
translational T 2 =0.48sec/f 2 =2.06Hz 0.94 T 2 =0.53sec/f 2
=1.89HzT 2 =0.52sec/f 2 =1.91Hz Torsional T 3 =0.37sec/f 3 =2.66Hz
0.97 T 3 =0.37sec/f 3 =2.70HzT 3 =0.43sec/f 3 =2.33Hz
Slide 15
Laboratory of Soil Mechanics, Foundations and Geotechnical
Earthquake Engineering, AUTH Real-time seismic vulnerability
assessment of a high rise RC building using field monitoring 15
Finite element model updating UNIT 2 Initial FEM T (sec)/f(Hz) Mode
shape of updated FEM T (sec)/f(Hz) Mode shape of experimental model
T(sec)/f(Hz) MAC Coupled translational T 1 =0.67sec/f 1 =1.50Hz
0.98 T 1 =0.65sec/f 1 =1.54HzT 1 =0.61sec/f 1 =1.65Hz Coupled
translational T 2 =0.49sec/f 2 =2.05Hz