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This is an author’s version published in: http://oatao.univ-toulouse.fr/23402
To cite this version:
Frigui, Farouk Omar
and Faye, Jean-Pierre
and Martin,
Carmen
and Dalverny, Olivier
and Pérès, François
and
Judenherc, Sébastien Methodology for health monitoring of
reinforced concrete structures subjected to seismic excitations.
(2016) In: Third European Conference of Prognostics and Health
Management, 5 July 2016 - 8 July 2016 (Bilbao, Spain).
(Unpublished)
Methodology
y for Health Monitoring of
Methodologyy or Health Monitoring of
fo
Reinforced Concrete Structures Subject to
d Concrete Structures S
Seismic Excitations
Research Details
Research Objective
Expected Contributions
qEstablishing an accurate methodology of detection and location of structural damages.
qStudying sensors capabilities and optimizing their numbers and locations.
qOptimizing maintenance cost and reducing the risk of collapse. qDemocratization to a large potential users of the instrumentation
means.
State of Research
qEvaluation of some Vibration-based damage identification methods thanks to numerical model of a concrete beam and a 3-storey building. Damage is introduced as a simple local reduction of the Young’s modulus.
§ Various methods to assess the damage based on vibration measures have been used and compared such as:
- Frequency changes
- Modal assurance criterion (MAC) - Mode shape changes
- Mode shape curvature (MSCM) - Curvature damage factor (CDF) - Flexibility change
q Elaboration of an algorithm by combining some methods in order to detect, locate and quantify accurately the damage.
Next Steps
qNumerical evaluation of the detection algorithm on a numerical model of a damaged reinforced-concrete-building as a result of a seismic excitation.
qExperimental evaluation with a dummy building model realized with 3D printing technology.
qDefining signal processing techniques with real sensors. qExperimental evaluation of the detection algorithm. qExtension of the research to other structure types.
Acknowledgments and References
g
L a b o r a t o i r eg
e G é n i ee d e P r o d u c t i o nn, 4 7 a v e n u e d ' A z e r e i x , 6 5 0 1 6 Ta r b e s C e d e x – F r a n c e L a b o r a t o i r e S TA N E O S A S G é e e G éG é A S A S A S, 9 0 r u e d e s t r e n t e - s i x p o n t s - 3 1 4 0 0 To u l o u s e - F r a n c eThird European Conference of Prognostics and Health Management Society 5-8 July 2016, Bilbao, Spain
Student Poster
F.Frigui
!,", J−P.Faye
!, C.Martin
!, O.Dalverny
!, F.Peres
!, S.Judenherc
"a Laboratoire Génie de Production INP-ENIT, University of Toulouse, France,
ffrigui@enit.fr, jean-pierre.faye@enit.fr, carmen.martin-loren@enit.fr, olivier.dalverny@enit.fr, francois.peres@enit.fr
b STANEO SAS, 90 rue des 36 ponts, 31400 Toulouse, sebastien.judenherc@staneo.fr
Research Objective
j
Defining an appropriate methodology for detecting damages of a reinforced concrete structure.
It’s a fact that France is a country with moderate seismic activity, but it’s also well known that it went through some devastating earthquakes in the past. Therefore, damage structure detection is crucial to ensure citizen safety.
Currently detection methods allowing preventive maintenance or enabling the definition of repair actions after the seismic event, do not exist.
The aim of this work is to detect damages by analyzing the dynamic behaviour of the structure following three steps :
1. Sensor-based instrumentation building 2. Signal processing.
3. Developing an accurate methodology to detect damages.
Undamaged building Damaged building
Experimental set se set--up
ing
Seismic excitation
Shaker
Force transducer Signal analyzer
Algorithm of detection Accelerometer
Numerical test
Cantilever concrete beam A 3-storey reinforced-concrete building
0 100 200 300 400 500 600 700 0 2 4 6 8 10 12 N atu ral fre q ue nci e s (H z) Mode No. damaged beam undamaged beam In-put data Frequency
changes Undamaged structure
YES YES YES NO NO NO NO
Use higher mode
(#F<5%) (D<0,8) (#F>5%) (D>0,8) Operator 0,00E+00 5,00E-08 1,00E-07 1,50E-07 2,00E-07 2,50E-07 3,00E-07 12 34 56 78910 F le xi bil ity ch an ge s Node number 0 0,5 1 1,5 2 2,5 3 3,5 0 10 20 30 40 50 Cu rvatu re d ama ge fac to r
Point number along the beam
80% degradation of Elastic Modulus
-2,00E-02 0,00E+00 2,00E-02 4,00E-02 6,00E-02 8,00E-02 1,00E-01 1,20E-01 1,40E-01 1,60E-01 0 10 20 30 40 50 A b so lu te d iff e re n ce -Mo de s hap e cu rvatu re
Point number along the beam
80% dégradation of Elastic Modulus
Detection algorithm data Unda d struct Unda NO NO NO NO NO NO NO MAC y
ges Undamaged structureUnda
YES YES (#F<5%) (#F<5%) (#F<5%) (#F<5%) (D<0,8) (D<0,8) (#F>5%) (D>0,8) (D>0,8) (D>0,8) (D>0,8) Operator 1 1,5 2 2,5 3 3,5 Cu rvatu re d ama ge fac to r Undamaged structure Unda (#F<5%) (#F<5%) (#F<5%) (D>0,8)(D>0,8) MAC Det
Detection algorithm
NO
NO
NO NO Flexibility
changes
Location of the damage of the Use higher mode Increase sensor number
Use higher mode mode
YES YES
NO MSCM