Flexural damage index equations of a plate

Kim, Byeong Hwa; Stubbs, Norris; Park, Taehyo

doi:10.1016/j.jsv.2004.04.035

Cited by 12 publications

(9 citation statements)

References 9 publications

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“…The modal flexibility matrix serves as an excellent tool to achieve this end, because each row of the modal flexibility matrix can be interpreted as the deformed shape of a structure because of a unit load applied at the corresponding DOF. Furthermore, the low‐frequency dominance of the modal flexibility provides a good estimation of the static displacement profile by using only few of the lower modes of vibration . Utilizing the transverse DOFs of the first two bending modes and the corresponding natural frequencies, modal flexibilities of the I‐40 bridge are approximated as follows:

u_{j} = \sum_{i = 1}^{r} \frac{ϕ_{ji}}{λ_{i} m_{i}} ϕ_{i}

…”

Section: Nde Of the I‐40 Bridge Using The Proposed Methodologymentioning

confidence: 99%

“…The j th component of the i th modal vector is denoted by ϕ ji . The j th modal flexibility vector, u j , represents the approximated static deflection profile due to a unit load applied at the j th DOF . It should be noted that mass‐normalized mode shapes are necessary to accurately construct the modal flexibility matrix.…”

Section: Nde Of the I‐40 Bridge Using The Proposed Methodologymentioning

confidence: 99%

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Nondestructive damage detection in Euler-Bernoulli beams using nodal curvatures-Part II: Field measurements

Dincal

Stubbs

2013

Struct. Control Health Monit.

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The objective of this paper is to evaluate, using field measurements, the performance of the nondestructive evaluation methodology presented in the accompanying paper 'Nondestructive damage detection in Euler-Bernoulli beams using nodal curvatures -Part I: Theory and numerical verification'. Experimental modal data collected from the Interstate 40 bridge are utilized to accomplish the stated objective. Prior to the replacement of the bridge in 1993, researchers from New Mexico State University and Los Alamos National Laboratory introduced incremental levels of damage on the structure and performed experimental modal analyses at each damage stage. The results of the experiments were utilized to evaluate the performance of five previously published nondestructive damage identification methods. Utilizing the measured modal parameters from the Interstate 40 bridge study, structural damage is localized and quantified with the nondestructive evaluation methodology presented in the accompanying paper. The results of this study indicate that the proposed methodology performed equally as well as the damage index method for damage localization and additionally provided realistic estimates of damage severity.

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u_{j} = \sum_{i = 1}^{r} \frac{ϕ_{ji}}{λ_{i} m_{i}} ϕ_{i}

…”

Section: Nde Of the I‐40 Bridge Using The Proposed Methodologymentioning

confidence: 99%

Section: Nde Of the I‐40 Bridge Using The Proposed Methodologymentioning

confidence: 99%

Nondestructive damage detection in Euler-Bernoulli beams using nodal curvatures-Part II: Field measurements

Dincal

Stubbs

2013

Struct. Control Health Monit.

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“…Tests on the real bridge has to show, if the effect is serious compared to the expected frequency changes in damaged cases. Kim et al [8] compared some eigenfrequency changes for a damaged and undamaged plate and all are in the range of 0.001 Hz.…”

Section: Timementioning

confidence: 99%

Design of a Wireless Sensor Network for Structural Health Monitoring of Bridges

Reyer

Hurlebaus

Mander

et al. 2013

Smart Sensors, Measurement and Instrumentation

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Abstract.As the installation costs of conventional sensors are expensive and time intensive to deploy, wireless sensor networks are promise to provide an expedient alternative. New wireless sensor platforms and distributed processing algorithms, going hand in hand with new or enhanced monitoring methods, promise an early damage detection and damage estimation. The design of a wireless sensor network for the Structural Health Monitoring of bridges is presented. The network is based on using commercially available wireless sensors to measure and extract the vibration characteristics of a bridge. Due to the distances associated with large systems trade-offs are necessary in the standard network design. One key feature of the present system proposed is the need of multi-hop of partially processed data to the base station. The functionality of the network is verified in a laboratory experiment.

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“…In addition, the method of using a pseudoinverse can be considered as a solution to the singularity problem. To resolve first and second drawbacks of the MSC method, the flexural damage index equation (FDIE) method [10][11][12][13][14] and the nodal curvature method [15,16] are proposed. ese approaches assume the so-called small damage assumption that the stresses in the deformed configuration are constant during a change of strain due to a small damage event:…”

Section: Introductionmentioning

confidence: 99%

“…For output-only ambient modal analysis, time domain decomposition (TDD) technique by Kim et al [34,35] has been adopted because of its practicability and accuracy. e NDE method embedded in the system is the FDIE method by Kim et al [10,11].…”

Section: Introductionmentioning

confidence: 99%

Online Monitoring of Flexural Damage Index of a Cable‐Stayed Bridge

Kim

2019

Shock and Vibration

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This work introduces a recent application of the online nondestructive damage assessment system into a cable-stayed bridge. A set of ambient modal parameters are automatically extracted every 20 minutes using real-time signal data collected from a total of 26 accelerometers attached on the deck plate of the bridge. Then, a set of modal flexibilities are reconstructed by the combination of the extracted modal parameters with the approximated modal mass of the girder. Next, the curvature of the modal flexibility is approximated by a central difference formula. Finally, the set of flexural damage index equations is constructed by comparing the modal curvature of the damaged state to that of the undamaged state. Solving the overdetermined flexural damage index equations, the desired damage index is finally quantified. The resulting index clearly indicates the location and severity of the potential structural damage on the girder. Based on the overall performance of the implemented health monitoring system, the bridge operator’s damage index control criteria are set to ±20% of the undamaged state.

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Flexural damage index equations of a plate

Cited by 12 publications

References 9 publications

Nondestructive damage detection in Euler-Bernoulli beams using nodal curvatures-Part II: Field measurements

Nondestructive damage detection in Euler-Bernoulli beams using nodal curvatures-Part II: Field measurements

Design of a Wireless Sensor Network for Structural Health Monitoring of Bridges

Online Monitoring of Flexural Damage Index of a Cable‐Stayed Bridge

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