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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2011, Vol. 5 Issue (1) : 112-120     https://doi.org/10.1007/s11709-010-0069-3
RESEARCH ARTICLE |
Experimental study of structural damage identification based on modal parameters and decay ratio of acceleration signals
Zhigen WU, Guohua LIU(), Zihua ZHANG
College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310027, China
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Abstract

A novel damage assessment method based on the decay ratio of acceleration signals (DRAS) was proposed. Two experimental tests were used to show the efficiency. Three beams were gradually damaged, and then the changes of dynamic parameters were monitored from initial to failure state. In addition, a new method was compared with the linear modal-based damage assessment using wavelet transform (WT). The results clearly show that DRAS increases in linear elasticity state and microcrack propagation state, while DRAS decreases in macrocrack propagation state. Preliminary analysis was developed considering the beat phenomenon in the nonlinear state to explain the turn point of DRAS. With better sensibility of damage than modal parameters, probably DRAS is a promising damage indicator in damage assessment.

Keywords damage assessment      decay ratio of acceleration signals (DRAS)      wavelet transform (WT)      modal analysis      reinforced concrete beam      beat phenomenon     
Corresponding Authors: LIU Guohua,Email:zjuliu@163.com   
Issue Date: 05 March 2011
 Cite this article:   
Zhigen WU,Guohua LIU,Zihua ZHANG. Experimental study of structural damage identification based on modal parameters and decay ratio of acceleration signals[J]. Front Arch Civil Eng Chin, 2011, 5(1): 112-120.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-010-0069-3
http://journal.hep.com.cn/fsce/EN/Y2011/V5/I1/112
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Zhigen WU
Guohua LIU
Zihua ZHANG
Fig.1  Geometry and dimensions of the test beam/mm
Fig.2  Load and accelerometers location
Fig.3  Reinforced concrete beam test setup. (a) Beam 1; (b) beam 2 and beam 3
Fig.4  Loading and boundary conditions in static test setup. (a) Beam 2; (b) beam 3
Fig.5  Specimens 1-1, defect sizes 2-2, 3-3
load stage
123456789
damage level123456789
P/kN05.07.510.012.515.017.520.022.5
Tab.1  Load stage values and records of cracks
load stage
123456
P/kN05.07.510.012.515.0
N0210121517
Dmax/mm00.080.120.200.403.00
N0000056
Hmax/mm088111212
Tab.2  Cracks record of beam 3
load stage
123456789
P/kN05.07.510.012.515.017.520.022.5
N00031431384352
Dmax/mm0000.080.150.200.300.401.10
N00000001411
Hmax /mm00069120170170200235
Tab.3  Cracks record of beam 1
load stage
123456789
P/kN05.07.510.012.515.017.520.022.5
N009141517202122
Dmax/mm000.200.250.350.400.500.601.20
N00000115513
Hmax /mm006.59.09.09.511.012.515.0
Tab.4  Cracks record of beam 2
Fig.6  Strain of beam 1. (a) Concrete’s strain; (b) steal’s mid-span strain
Fig.7  Strain of beam 2. (a) Concrete’s strain; (b) steal’s mid-span strain
Fig.8  Strain of beam 3. (a) Concrete’s strain; (b) steal’s mid-span strain
Fig.9  Modal parameters as function of damage on beam 1. (a) 1st frequency; (b) 1st damping ratio
Fig.10  Modal parameters as function of damage on beam 2. (a) Frequency; (b) damping ratio
Fig.11  Modal parameters as function of damage on beam 3. (a) Frequency; (b) damping ratio
Fig.12  Description of DRAS’s procedure
Fig.13  DRAS as function of damage on beam 1
Fig.14  DRAS as function of damage on beam 2
Fig.15  DRAS as function of damage on beam 3
fm1/%fm2/%fm3/%D1/%D2/%D3/%
beam 18.462.9
beam 226.123.219.857.528.744.4
beam 327.321.812.513.856.158.1
Tab.5  Comparison of results from modal and DRAS analysis
Fig.16  Free response of beam 2 (undamaged)
Fig.17  Free response of beam 2 (cracked)
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