Scaling-factor estimation using an optimized mass-change strategy

Aenlle, Manuel López; Pelayo, F.; Brincker, Rune; Fernández‐Canteli, Alfonso

doi:10.1016/j.ymssp.2009.06.011

Cited by 44 publications

(42 citation statements)

References 14 publications

(3 reference statements)

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“…1 Schematic of the direct mass change method with four masses unmodified structure are known. The user selects the number, the magnitude and the locations of the masses [18]. In order to facilitate the mass modification and the calculation of the scaling factors, lumped masses are often used, so that the mass change matrix becomes, in general, diagonal.…”

Section: Direct Mass Change Methodsmentioning

confidence: 99%

“…Finally, if equations (14) and (18) are substituted in equation (11), it is clear that: The generalization of equation (19) to n consecutive mass changes, leads to:…”

Section: Theory Formulationmentioning

confidence: 99%

“…To reduce the uncertainty of the results, a study of the mass change strategy was carried out previously to the modal test. The best strategies can be obtained constructing a location strategy table [18], using the mode shape matrix of the original structure [ 0 ]. In OMA the modes shapes were unity normalized.…”

Section: Concrete Slab Stripmentioning

confidence: 99%

“…The importance of the mass change strategy was studied by Aenlle et al [18], who demonstrated that the accuracy obtained in the scaling factor estimation depends on both the accuracy obtained in the modal parameter identification and the mass change strategy used to modify the dynamic behaviour of the structure. The mass change strategy means to define the magnitude, the location and the number of masses to be attached to the structure.…”

Section: Introductionmentioning

confidence: 99%

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Scaling Mode Shapes in Output-Only Systems by a Consecutive Mass Change Method

2010

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In operational modal analysis (OMA) mode shapes can be obtained only with arbitrary normalization. There are many applications where mass normalized mode shapes are required, such as response prediction and stress analysis. A method to scale the mode shapes in OMA is to modify the dynamic behaviour of the structure by adding masses and then to use the modal parameters of both the original and modified structure. Several mass change methods have been proposed in recent years for estimating the scaling factors, where a distributed array of added masses are needed to obtain good results. In this work a new mass change approach based on performing several individual mass changes is presented. This approach requires only a small number of masses that are located at different points in each individual experiment. The results of the individual tests are then combined to estimate the scaling factors. The approach is developed and validated by measurements carried out on a 15-tonne P. Fernández (B) · M. López-Aenlle prestressed concrete slab strip and a steel cantilever beam. The results show that a good accuracy can be obtained by this method when a proper mass change strategy is used.

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Section: Direct Mass Change Methodsmentioning

confidence: 99%

“…Finally, if equations (14) and (18) are substituted in equation (11), it is clear that: The generalization of equation (19) to n consecutive mass changes, leads to:…”

Section: Theory Formulationmentioning

confidence: 99%

Section: Concrete Slab Stripmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Scaling Mode Shapes in Output-Only Systems by a Consecutive Mass Change Method

2010

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“…This approach has been validated by experimental tests made on bridges [24], buildings [25] and mechanical systems [11] as well as lab-tested scale models of structures [9,10,26].…”

Section: Introductionmentioning

confidence: 99%

Erratum to “Scaling-factor estimation using an optimized mass-change strategy” [Mech. Syst. Signal Process. 24(5) (2010) 1260–1273]

Aenlle

Pelayo

Brincker

et al. 2010

Mechanical Systems and Signal Processing

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Time‐varying frequency‐based scaled flexibility identification of a posttensioned concrete bridge through vehicle–bridge interaction analysis

Tian

Wang

Zhang

2020

Struct Control Health Monit

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Dynamic testing methods have been widely used in engineering practice for investigating dynamic properties of bridges; however, only basic dynamic parameters (i.e., natural frequencies, damping ratios, and unscaled modal shapes) can be identified, which are insufficient for condition assessment and health monitoring. To address this limitation, this article takes a three-span posttensioned concrete bridge as testbed; more useful structural parameters including mass-normalized mode shapes and scaled flexibility matrix are intended to be identified from moving vehicle-induced responses. For identifying scaled flexibility matrix, structural scaling factor between arbitrarily scaled mode shapes and mass-normalized mode shapes needs to be calculated firstly. In this article, time-varying frequencies of vehicle-bridge interaction (VBI) system were adopted for structural scaling factor identification, and the sensitivity of parameters identification error on calculated scaling factor was also investigated. The effectiveness of the proposed method was verified by in situ measurements of the studied three-span concrete bridge. In field testing, static load test and classical impact vibration testing were performed on this bridge for verifying the correctness of the proposed method. The good agreement between predicted deflections by using the scaled flexibility and reference values illustrates the reliability of the proposed method.

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Scaling-factor estimation using an optimized mass-change strategy

Cited by 44 publications

References 14 publications

Scaling Mode Shapes in Output-Only Systems by a Consecutive Mass Change Method

Scaling Mode Shapes in Output-Only Systems by a Consecutive Mass Change Method

Erratum to “Scaling-factor estimation using an optimized mass-change strategy” [Mech. Syst. Signal Process. 24(5) (2010) 1260–1273]

Time‐varying frequency‐based scaled flexibility identification of a posttensioned concrete bridge through vehicle–bridge interaction analysis

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