Methodology for health monitoring of reinforced concrete structures subjected to seismic excitations

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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(Unpublished)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

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L a b o r a t o i r e

g

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 e

Third 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,}

[email protected], [email protected], [email protected], [email protected], [email protected]

b _{STANEO SAS, 90 rue des 36 ponts, 31400 Toulouse, [email protected]}

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