Experimental study of structural damage identification based on modal parameters and decay ratio of acceleration signals

doi:10.1007/s11709-010-0069-3

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 Author(s): 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:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-010-0069-3
https://academic.hep.com.cn/fsce/EN/Y2011/V5/I1/112

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

Tab.1 Load stage values and records of cracks

Tab.2 Cracks record of beam 3

Tab.3 Cracks record of beam 1

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

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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